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HomeMy WebLinkAboutVillage of HeritageVILLAGE OF HERITAGE EAST VILLAGE HYDROLOGY OCTOBER 19, 1988 , ESS1044 pm 31769 0 F C MR ?AX 9- Pft&"4(00 V 0 04 3170 MAD"iLL AVENM COSTA ME& CASMS*44n * (7141 6414M CML KIMMIKERING LAND PLANNING & LAND WJMVlMNQ >4 o z W >4 P4 Ln E-4 I rl IL A L IL A _ - ` w� ' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) v� Copyright 1983, 86, 87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # 100908 o� Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** w� * EAST VILLAGE HYDROLOGY, LATERAL M , FROM LINE L JCT * * * 0 25 YR. VENKI. N JN 3810-20, 10/5/88 * ************************************************************************** 4m FILE NAME: A:EVLATM.DAT TIME/DATE OF STUDY: 14:45 11/ 5/1988 =========================================================================== w� = � 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 0� SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 669-MINUTE INTENSITY(INCH/H[]UR) = .980 Nw 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: io STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.1520 SLOPE OF INTENSITY DURATION CURVE = .60060 on W FLOW PROCESS FROM NODE 300.20 TO NODE 195.10 IS CODE = 2 w� -- ------------------------------------------------------------------------- }>}}>RATIONAL METHOD INITIAL SUBAREA ANALYSIS(((<( 0� DEVELOPMENT I8 SINGLE FAMILY RESIDENTIAL -} 5-7 DWELLINGS/ACRE *� TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 16900.00 UPSTREAM ELEVATION = 1286.00 DOWNSTREAM ELEVATION = 1274.069 � ELEVATION DIFFERENCE = 12.00 m� TC = .389*[( 16900.00** 3.00)/( 12.00)3** .20 = 14.932 25 YEAR RAINFALL INTENSITY(IWCH/HOUR) = 2.654 SOIL CLASSIFICATION IS "A" 5 7 DWELLINGS/ACRE SUBAREA LOSS RATE Fm(%NCH/HR) = .4850 RESIDENTIAL-) - , -' SUBAREA RUNOFF(CFS) = 9.76 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 9.76 ��- **************************************************************************** FLOW PROCESS FROM NODE 195.10 TO NODE 300.00 IS CODE = 6 -------------------- -------------------------------------------------------- »� �)})>C8MPUTE STREE.FLOW TRAVELTIME THRU SUBAREA(<(<< ` UPSTREAM ELEVATION = 1274.00 DOWNSTREAM ELEVATION = 1265.20 ' STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 6. »� STREET HALFWIDTH(FEET) = 18.00 «� DISTANCE FROM CROWN TO CRO8SFALL GRADEBREAK = 12.00 &� INTERIOR STREET CROSSFALL(DECIMAL) = .240 - OUTSIDE STREET CROSSFALL(DECIMAL) = .225 ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS} = 12.81 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION w� THAT WEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. jw THAT IS , ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .92 HALFSTREET FLOODWIDTH(FEET) = 4.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.93 PRODUCT OF DEPTH&VELOCITY = 4.55 STREETFLOW TRAVELTIME(MIN) = 4.40 TC(MIN) = 19.33 ' 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.273 SOIL CLASSIFICATION IS "A" p� RESIDENTIAL-} 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 | SUBAREA AREA(ACRES) = 3.�8 SUBAREA RUN8FF(CFS} = 6.698 --�� �� EFFECTIVE AREA(ACRES) = 8.78 --' AVERAGED Fm( %NCH/HR) = .485 -~-- TOTAL AREA(ACRES) = 8.78 PEAK FLOW RATE(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: �--� DEPTH(FEET) = .96 HALFSTREET FLQODW%C>TH(FEET) = 5.05 FLOW VELOCITY(FEET/SEC. ) = 5.12 DEPTH*VEL[}CITY = 4.8 ' FLOW PROCESS FROM NODE 300.069 TO NODE 300.00 IS CODE = 1 n� ---------------------------------------------------------------------------- >}>}}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ` CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: nr ~ TIME OF CONCENTRATION(MINUTES) = 19.33 pa RAINFALL INTENSITY (INCH./HOUR) = 2.27 � EFFECTIVE STREAM AREA(ACRES) = 8.78 w� TOTAL STREAM AREA(ACRES) = 8.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.13 � on FLOW PROCESS FROM NODE 300.30 TO NODE 3690.31 IS CODE = 2 ____________________________________________________________________________ iw )} > }) RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ============================================================================ 1 DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRE Is TC = K*[(LENGTH** 3.00>/(ELEVATION CHANGE)]** .20 po INITIAL SUBAREA FLOW-LENGTH = 9869.069 � UPSTREAM ELEVATION = 12969 50 . DOWNSTREAM ELEVATION = 1277.20 ELEVATION DIFFERENCE = 13.30 p� / TC = . 389*[( 9869.069** 3.0 13.30)3** .260 = 14.452 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.706 SOIL CLASSIFICATION IS "A" w= RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .4850 SUBAREA RUNOFF(CFS) = 8.40 - TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 8.40 FLOW PROCESS FROM NODE 300.31 TO NODE 340.00 IS CODE = 6 ---------------------------------------------------------------------------- )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1277.20 DOWNSTREAM ELEVATION = 1265.20 STREET LENGTH(FEET) = 680.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .225 oft SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 61 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.65 oft STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. 'w THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) _ .73 HALFSTREET FLOODWIDTH(FEET) = 4.07 o w AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.67 PRODUCT OF DEPTH &VELOCITY = 4.89 STREETFLOW TRAVELTIME(MIN) = 1.70 TC(MIN) = 16.15 ON 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.532 im SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 pr� SUBAREA AREA(ACRES) = 3.53 SUBAREA RUNOFF(CFS) = 6.50 EFFECTIVE AREA(ACRES) = 7.73 AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) = 7.73 PEAK FLOW RATE(CFS) = 14.24 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .80 HALFSTREET FLOODWIDTH(FEET) = 4.35 FLOW VELOCITY (FEET /SEC + ) = 7.07 DEPTH *VELOCITY = �4 -. 63 ALONG 4INCOLN kYG� / /1 jog 0 =20-e5 7 r1�j3D�'8 i~ .w FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = i --------------------------------------------------------------- )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( illl CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.15 :w RAINFALL INTENSITY ( I NCH. / HOUR ) = 2.53 EFFECTIVE STREAM AREA(ACRES) = 7.73 TOTAL STREAM AREA(ACRES) = 7.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.24 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(AGRES> --- 10 ----1-------14.i3-----f9.33------- 2.273--.498 - -- .78 . 2 14. 24 16.15 2.532 .49 7.73 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE N111MRER Q ( CFS ) AREA(ACRES) 1 26.57 16.51 2 27.75 15.07 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.75 TIME(MINUTES) = 16.151 EFFECTIVE AREA(ACRES) = 15.07 ib "TOTAL AREA(ACRES) = 16.51 ' FLOW PROCESS FROM NODE 300.00 TO NODE 311.00 IS CODE _ ---------------------------------------------------------------------------- >) > >> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<((< "�► > >) )>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)(< <(( DEPTH OF FLOW IN - 30.0 INCH PIPE I S 20.0 INCHES it PIPEFLOW VELOCITY(FEET /SEC.) = 8.0 UPSTREAM NODE ELEVATION = 1265.20 DOWNSTREAM NODE ELEVATION = 1260.80 FLOWLENGTH(FEET) = 560.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.75 TRAVEL TIME (MIN. ) = 1.17 TC (MIN. ) = 17.32 pe FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 ------ ----- ---- ---- ----- --------- ---- ---- ---------------------------- ) >)) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ow im _ CONFLUENCE - VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.32 P% RAINFALL INTENSITY (INCH. /HOUR) = 2.43 EFFECTIVE STREAM AREA(ACRES) = 15.07 _. TOTAL STREAM AREA(ACRES) = 16.51 PE AK FLOW RATE(CFS) AT CONFLUENCE = 27.75 FLOW PROCESS FROM NODE 310.2 TO NODE 310.21 IS CODE = 2 --------------------------------------------- > > >) >RATIONAL METHOD INITIAL SUBAREA ANALYSIS(( <(( DEVELOPMENT IS SINGLE _ FAMILY - RESIDENTIAL - ) - 5 - DWELLINGS /ACRE TC = K *E(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 on INITIAL SUBAREA FLOW- LENGTH = 830.00 to UPSTREAM ELEVATION = 1276.50 DOWNSTREAM ELEVATION = 1265.65 ELEVATION DIFFERENCE = 10.85 IN TC = . 38S* E ( 830.00 ** 3-00)/( 10.85)3** . 20 = f 3.624 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.804 SOIL CLASSIFICATION IS "A" ' RESIDENTIAL - > 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 bi SUBAREA RUNOFF(CFS) = 10.54 TOTAL AREA(ACRES) = 5.05 PEAK FLOW RATE(CFS) = 10.54 FLOW PROCESS FROM NODE 310.21 TO NODE 311.00 IS CODE = 6 t ---------------------------------------------------------------------------- ) > >> )COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA(((<( ! _ UPSTREAM ELEVATION - 1265.65 _ DOWNSTREAM ELEVATION - 1260.80 STREET LENGTH(FEET) -= 520.00 CURES HE I GTH (INCHES) = S. RTREET HALFWIDTH(FEET) = 20.00 r DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 0 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 lU as jo oft to so ip e• it ow ps W Irn AIM * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.16 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) _ .73 HALFSTREET FLOODWIDTH(FEET) = 4.27 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.36 PRODUCT OF DEPTH &VELOCITY = 4.23 STREETFLOW TRAVELTIME(MIN) = 1.62 TC(MIN) = 15.24 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.621 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) _ .55 SUBAREA RUNOFF'( CFS ) = 1.25 _ 2,afl� 6 EFFECTIVE AREA(ACRES) = 5.60 01 AVERAGED Fm(INCH /HR) _ .447 TOTAL. AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) = 10.96 END OF SUBAREA STREETFLOW HYDRAULICS: ��_91 DEPTH(FEET) = .79 HALFSTREET FLOODW I DTH (FEET) = 4.27 FLOW VELOCITY(FEET /SEC.) = 5.26 DEPTH *VELOCITY = 4.15 ALONG L► NCO c.N 00 52,, of c FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 ---------------------------------------------------------------------------- )))) >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.24 RAINFALL INTENSITY (INCH. /HOUR) = 2.62 EFFECTIVE STREAM AREA(ACRES) = 5.60 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.56 FLOW PROCESS FROM NODE 310.10 TO NODE 311.00 IS CODE = 2 ---------------------------------------------------------------------------- ))) ))RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<((< - DEVELOPMENT IS SINGLE FAMILY - RESIDENTIAL -) 5 -7 DWELLINGS /ACRE TC = K *E(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 600.00 UPSTREAM ELEVATION = 1274.00 DOWNSTREAM ELEVATION = 1260.50 ELEVATION DIFFERENCE = 13.50 TC = . 3AS* C ( 600.00 ** 3-00)/( 13.51b)3** .20 = 10.734 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.235 SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4650 SUBAREA RUNOFF(CFS) = 7.67 Qc TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 7_67 ALONE 0 06.2 A Fi_ nw PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 err pm 60 �. )))))DESIGNATE INDEPENDENT STREAM'FOR CONFLUENCE((((( -- CONFLUENCE VALUES USED FOR INDEPENDENT - STREAM 3 ARE:� TIME OF CONCENTRATION(MINUTES) = 10.73 RAINFALL INTENSITY (INCH. /HOUR) = 3.24 EFFECTIVE STREAM AREA(ACRES) = 3.10 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.67 FLOW PROCESS FROM NODE 310.30 TO NODE 310.23 IS CODE = 2 ---------------------------------------------------------------------------- ) ))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS <(((( ii DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5 -7 DWELLINGS /ACRE TC = K *C(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 830.00 UPSTREAM ELEVATION = 1276.50 DOWNSTREAM ELEVATION = 1266.30 ELEVATION DIFFERENCE = 10.20 TC = .389*[( 830.00 ** 3.00)/( 10.20)3** .20 = 13.794 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.783 ..� SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 10.73 TOTAL AREA(ACRES) = 5.19 PEAK FLOW RATE(CFS) = 10.73 lirt FLOW PROCESS FROM NODE 310.23 TO NODE 311.00 IS CODE = 6 I )) >))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA < << << UPSTREAM ELEVATION = 1266.30 DOWNSTREAM ELEVATION = 1260.80 STREET LENGTH(FEET) = 520.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 o " * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.20 iv STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. A:u THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .78 HALFSTREET FLOODWIDTH(FEET) = 4.23 AL�N6 F 1QAN��� AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.51 PRODUCT OF DEPTH &VELOCITY = 4.26 1 4z • �� STREETFLOW TRAVELTIME(MIN) = 1.57 TC(MIN) = 15.37 25 YEAR RAINFALL I NTENS I TY (I NCH /HOUR ) = 2.609 CO ('/- EJliv!��L 1Z4' lVf ,_. SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = .41 SUBAREA RUNOFF(CFS) _ .93 EFFECTIVE AREA(ACRES) = 5.60 �- 8. - 30 /� B AVERAGED Fm(INCH /HR) _ .457 TOTAL AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) = 10 . 8 5 END OF SUBAREA STREETFLOW HYDRAULICS: = =- v� FLOW VELOCITY(FEET/SEC.) = 5.48 DEPTH*VELOCITY = 4.19 L **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 _______________________________________--____ ____________________________ ` >}}}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<(< ' >}>}>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( &� --------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: . po TIME OF CONCENTRATION(MINUTES) = 15.37 RAINFALL INTENSITY (INCH./HOUR) = 2.61 o� EFFECTIVE STREAM AREA(ACRES) .= 5.60 TOTAL STREAM AREA(ACRES) = 5.669 v� PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.85 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- ' 1 27.75 17.32 2.428 .49 15.07 p� 2 10.96 15.24 2.621 .45 5.60 3 7.67 169.73 3.235 .49 3.10 4 10.85 15.37 2.609 .46 5.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. SUMMARY RESULTS: w� STREAM CONFLUENCE EFFECTIVE bw NUMBER Q(CFS) AREA(ACRES) ----------------------- --------------------- vm 1 53.09 29.37 ' 2 54.60 2� 51 . . 3 51.70 20.29 4 54.58 27.67 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: N� PEAK FLOW RATE(CFS) = 54.60 TIME(MINUTES) = 15.242 EFFECTIVE AREA(ACRES) = 27.51 TOTAL AREA(ACRES) = 30.81 FLOW PROCESS FROM NODE 311.00 TO NODE 315.02 IS CODE = 3 w� ________--___________________________-__-_-_______________________________ }))})COMPUTE PIPEFLOW TRAVELTIME THRM SUBAREA((((< ) > ) ) )USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLC}W) < < ( ( < DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.4 INCHES m� PIPEFLOW VELOCITY(FEET/SEC. ) = 8.8 kv UPSTREAM NODE ELEVATION = 1260.80 DOWNSTREAM NODE ELEVATION = 1256.53 FLOWLENGTH(FEET) = 6690.890 MANNIW8S N = .013 * ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 Nm PIPEFLOW THRU SUBAREA(CFS) = 54.60 TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 16.37 ************* ***************************************************** FLOW PROCESS FROM NODE 315 02 TO NODE 315 02 IS CODE = 1 �v . . ____________________________________________________________________________ m� >>}>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<(<< ============================================================================ Vo CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) 16 37 h� = ~ RAINFALL INTENSITY (INCH./HOUR) = 2.51 TOTAL STREAM AREA(ACRES) = 30.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.60 FLOW PROCESS FROM NODE 315.10 TO NODE 315.01 IS CODE = 2 ---------------------------------------------------------------------------- -_ )) )))RATIONAL - METHOD INITIAL - SUBAREA ANALYSIS < << < < - -- - -- - DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5 -7 DWELLINGS /ACRE TC = K *E(LENGTH ** 3.00)/(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 850.00 UPSTREAM ELEVATION = 1270.20 pe DOWNSTREAM ELEVATION = 1258.07 ELEVATION DIFFERENCE = 12.13 TC = . 389* E ( 850.00 ** 3.00)/( 12.13)3** .20 = 13.515 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.817 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF ( CFS ) = 12.51 pm TOTAL AREA(ACRES) = 5.96 PEAK FLOW RATE(CFS) = 12.51 iw -- FLOW - PROCESS - FROM - NODE - -- 315_01 -TO- NODE - -- 315.02 -IS- CODE 6 - _--- ------ - - - - -- ) > >> )COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( lw UPSTREAM ELEVATION = 1258.07 DOWNSTREAM ELEVATION = 1256.53 ,STREET LENGTH(FEET) = 240.00 CURB HEIGTH(INCHES) = S. w. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 iw SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = i No ibr * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS)•= 12.51 STREETFLOW MODEL RESULTS: ALONG LrN Co Ltj OR NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH ( FEET ) = .90 HALFST REST FLOODW I DTH ( FEET ) = 4.70 f ^ ZOO" 61 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.86 �w PRODUCT OF DEPTH &VELOCITY = 4.37 STREETFLOW TRAVELTIME(MIN) _ .82 TC(MIN) = 14.34 25 YEAR RAINFALL INTENSITY ( INCH /HOUR) = 2.719 /�i= ' 0091, SOIL CLASSIFICATION IS "A" Q -� o5 bi COMMERCIAL SUBAREA LOSS RATE, Frn ( INCH /HR) _ .0970 �� �Z.g SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) = 5.96 D AVERAGED Fm ( INCH /HR) _ .485 .11- --- TOTAL AREA(ACRES) = 5.96 PEAK FLOW RATE(CFS) = 12.5 END OF SUBAREA STREETFLOW HYDRAULICS: - ---- -- DEPTH(FEET) = .90 HALFSTREET FLOODWIDTH(FEET) = 4.70 FLOW VELOCITY(FEET /SEC.) = 4.86 DEPTH *VELOCITY = 4.37 we FLOW PROCESS FROM NODE 315.02 TO NODE 315.02 IS CODE = 1 !� )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <( < << CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.34 RAINFALL INTENSITY (INCH. /HOUR) = 2.72 EFFECTIVE STREAM AREA(ACRES) = 5.96 TOTAL STREAM AREA(ACRES) = 5.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.51 FLOW PROCESS FROM NODE 315.12 TO NODE 315.02 IS CODE = 2 ---------------------------------------------------------------------------- )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS <(( << io DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5 -7 DWELLINGS /ACRE - ON TC = K *E(LENGTH ** 3.00) /(ELEVATION CHANGE)3 ** .20 iii INITIAL SUBAREA FLOW- LENGTH = 790.00 UPSTREAM ELEVATION = 1269.60 DOWNSTREAM ELEVATION = 1256.53 pa ELEVATION DIFFERENCE = 13.07 iw TC = .:389*[( 790.00 ** :3.00)/( 13.07)3** .20 = 12.743 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.919 fir• SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF ( CFS ) = 8.98 Q = 1 & -os yy 8.96 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 8.96 S/c, ALDu ILih1CpLN� i 1r =200.6 t M 303 c. .P>. pa FLOW PROCESS FROM NODE 315.02 TO NODE 315.02 IS CODE = f io )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <(( <( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES( <( << CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 12.74 RAINFALL INTENSITY ( I NCH. /HOUR ) = 2.92 yy EFFECTIVE STREAM AREA(ACRES) = 4.10 TOTAL STREAM AREA(ACRES) = 4.10 we PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.96 MR CONFLUENCE INFORMATION: AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE o' NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) �w ------------------------------------------------------ 2 73.45 34.16 3 72.08 30.81 1 54.60 16.37 2.511 .47 27.51 2 12.51 14.34 2.719 .49 5.96 3 8.98 12.74 2.919 .4 4.10 MR RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ik SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE o' NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 73.42 37.57 2 73.45 34.16 3 72.08 30.81 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.45 TIME(MINUTES) = 14.339 EFFECTIVE AREA(ACRES) = 34.16 lfiir TOTAL AREA(ACRES) = 40.87 pe- j FLOW PROCESS FROM NODE 315.0E ------------------------------------------------------------------- TO NODE 315.00 IS CODE = 3 ) > >) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA( < < <( > > >> )USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <( << DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.5 INCHES PR PIPEFLOW VELOCITY(FEET /SEC.) = 7.7 UPSTREAM NODE ELEVATION = 1256.53 DOWNSTREAM NODE ELEVATION = 1255.50 FLOWLENGTH(FEET) = 260.00 ESTIMATED PIPE DIAMETER(INCH) MANNINGS N = = 45.00 .013 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 73.45 = i TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 14.90 irr FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 1 ---------------------------------------------------------------------------- ))) >) DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: im TIME OF CONCENTRATION (MINUTES) = 14.90 RAINFALL INTENSITY ( I NCH. /HOUR ) = 2.6'6 on EFFECTIVE STREAM AREA(ACRES) = 34.16 iM TOTAL STREAM AREA(ACRES) = 40.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 73.45 OX FLOW PROCESS FROM NODE 315.13 TO NODE 315.00 IS CODE = 2 ---------------------------------------------------------------------------- '. )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS <(( << ----- ------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)J ** .20 INITIAL SUBAREA FLOW- LENGTH = 560.00 UPSTREAM ELEVATION = 1265.50 jo DOWNSTREAM ELEVATION = 1255.50 ELEVATION DIFFERENCE = 10.00 TC = . 389* 1 ( 560. 00 ** 3. 00) / ( 10.00)3** .20 = 10.936 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.199 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF ( CFS ) = 6.35 io TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 6.35 FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 1 ---------------------------------------------------------------------------- ))) ))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE( < < << - - - - - -- - - -- - - - -- --------------- - - -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 10.94 J RAINFALL INTENSITY (INCH. /HOUR) = 3.20 EFFECTIVE STREAM AREA(ACRES) = 2.60 �O dd 10.9 3 TOTAL STREAM AREA(ACRES) = 2.60 C'_ B. / PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.35 im FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 7 ---------------------------------------------------------------------- - - - - -- / / / / 'i f.iOGn .71 -'Ct.. L ►' i GL PS T Lr%uL_ul7l' i ►vr UKITIH ► 1 UN H i Nuut pw USER - SPECIFIED VALUES ARE AS FOLLOWS.- - - - - TC (MIN) = 17.14 RAIN INTENSITY ( INCH /HOUR) = 2.44 FP001 L1 BF-p-'" EFFECTIVE AREA(ACRES) = 11.05 pe KWy TOTAL AREA(ACRES) = 11.13 PEAK FLOW RATE(CFS) _ 20.46 i AVERAGED LOSS RATE, Fm(IN /HR) = .390 ` TOTAL C0NF<_UEvcC-_P Q-= 25 -04 cFs FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 1 op ------------------------ -------------------------- >) >) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ).) >))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( ILIA - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM - 3 ARE: - - -- - - TIME OF CONCENTRATION(MINUTES) = 17.14 RAINFALL INTENSITY (INCH. /HOUR) = 5.44 EFFECTIVE STREAM AREA(ACRES) = 11.05 TOTAL STREAM AREA(ACRES) = 11.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.46 !p CONFLUENCE INFORMATION: FLOW PROCESS FROM NODE 315.00 TO NODE .326.10 IS CODE = 3 io ----------------------------- ----------------------------------------------- > >)) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( {�l ))) ))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <((( DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.6 INCHES 1p PIPEFLOW VELOCITY(FEET /SEC.) = 14.0 UPSTREAM NODE ELEVATION = 1555.50 DOWNSTREAM NODE ELEVATION = 1536.10 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .013 IF ESTIMATED RIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = f PIPEFLOW THRU SUBAREA(CFS) = 98.17 TRAVEL TIME(MIN. ) = 1.45 TC(MIN. ) #a FLOW PROCESS FROM NODE 326.10 TO NODE 356.10 IS CODE = 1 "" ---------------------------------------------------------------------------- g > > >> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(( < << STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- 1 73.45 14.90 2.657 .48 34.16 2 6.35 10.94 3.199 .49 5.60 3 20.46 17.14 2.443 .39 11.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. 1w SUMMARY RESULTS: _. STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 98.17 46.37 2 91.50 34.71 3 91.30 47.81 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 98.17 TIME(MINUTES) = 14.905 EFFECTIVE AREA(ACRES) = 46.37 TOTAL AREA(ACRES) = 54.60 FLOW PROCESS FROM NODE 315.00 TO NODE .326.10 IS CODE = 3 io ----------------------------- ----------------------------------------------- > >)) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( {�l ))) ))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <((( DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.6 INCHES 1p PIPEFLOW VELOCITY(FEET /SEC.) = 14.0 UPSTREAM NODE ELEVATION = 1555.50 DOWNSTREAM NODE ELEVATION = 1536.10 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .013 IF ESTIMATED RIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = f PIPEFLOW THRU SUBAREA(CFS) = 98.17 TRAVEL TIME(MIN. ) = 1.45 TC(MIN. ) #a FLOW PROCESS FROM NODE 326.10 TO NODE 356.10 IS CODE = 1 "" ---------------------------------------------------------------------------- g > > >> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(( < << vriLUr-ri uoCIJ run 1mjjmwCtVIlCIV b iKmmm 1 hiKt 1 TIME OF CONCENTRATION(MINUTES) = 16.33 RAINFALL INTENSITY (INCH. /HOUR) = 2.5E EFFECTIVE STREAM AREA(ACRES) = 46.37 TOTAL STREAM AREA(ACRES) = 54.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.17 FLOW PROCESS FROM NODE 322.10 TO NODE 315.00 IS CODE = 2 ---------------------------------------------------------------------------- )))))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 = 1000.00 UPSTREAM ELEVATION = 1260.91 DOWNSTREAM ELEVATION = 1255.50 ELEVATION DIFFERENCE = 5.41 TC = .389*[( 1000.00 ** 3.00)/( 5.41)3** .20 = 17.511 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.412 SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 9.94 TOTAL AREA(ACRES) = 5.73 PEAK FLOW RATE ( CFS) = 9.94 irr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 315.00 TO NODE 326.10 IS CODE = 6 ---------------------------------------------------------------------------- ))) ))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1255.,50 DOWNSTREAM ELEVATION = 1236.10 STREET LENGTH(FEET) = 1210.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 ho DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .240 OUTSIDE STREET CROSSFALL(DECIMAL) _ .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = i * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.17 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) _ .70 ik HALFSTREET FLOODWIDTH(FEET) = 3.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.44 PRODUCT OF DEPTH&VELOCITY = 4.54 STREETFLOW TRAVELTIME(MIN) 3.13 TC(MIN) = 20.64 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.185 r SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 2.46 EFFECTIVE AREA(ACRES) = 7.04 AVERAGED Fm(INCH /HR) _ .413 TOTAL AREA(ACRES) = 7.04 PEAK FLOW RATE (CFS) = 11.23 END OF SUBAREA STREETFLOW HYDRAULICS: - pm DEPTH(FEET) _ .70 HALFSTREET FLOODWIDTH(FEET) = 3.95 FLOW VELOCITY(FEET /SEC.) = 6.48 DEPTH *VELOCITY = 4.56 FLOW PROCESS FROM NODE 326.10 TO NODE 326.10 IS CODE = 1 --------------------------------------------------------------------------- )))) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( >))))AND•COMPUTE VARIOUS CONFLUENCED STREAM VALUES <( < << CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 20.64 RAINFALL INTENSITY (INCH. /HOUR) = 2.19 EFFECTIVE STREAM AREA(ACRES) = 7.04 PR TOTAL STREAM AREA(ACRES) = 7.04 ii- PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.23 mi FLOW PROCESS FROM NODE 326.10 TO NODE 326.10 IS CODE = 1 ---------------------------------------------------------------------------- > > >> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( --- - - - - -- - - -- --------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.33 RAINFALL INTENSITY (INCH. /HOUR) = 2.52 EFFECTIVE STREAM AREA(ACRES) = 51.93 TOTAL STREAM AREA(ACRES) = 61.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 108.71 FLOW PROCESS FROM NODE 325.00 TO NODE 325.10 IS CODE = 2 ---------------------------------------------------------------------------- ) >> ))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 = 500.00 UPSTREAM ELEVATION = 1259.00 DOWNSTREAM ELEVATION = 1251.00 ELEVATION DIFFERENCE = 8.00 TC = .412*[( 500.00 ** 3.00)/( 8.00)3** .20 = 11.315 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.134 SOIL CLASSIFICATION IS "A" p" RESIDENTIAL -) 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA RUNOFF(CFS) = 16.08 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 16.08 CONFLUENCE INFORMATION: lm STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE jo NUMBER RATE(CFS) ------------------------------------------------------------ (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) po 1 98.17 16.33 2.515 .46 46.37 2 11.23 20.64 2.185 .41 7.04 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. IM SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE �r NUMBER Q(CFS) AREA(ACRES) 1 108.71 51.93 2 93.66 53.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: i PEAK FLOW RATE(CFS) = 108.71 TIME(MINUTES) 16.329 EFFECTIVE AREA(ACRES) = 51.93 TOTAL AREA(ACRES) = 61.64 mi FLOW PROCESS FROM NODE 326.10 TO NODE 326.10 IS CODE = 1 ---------------------------------------------------------------------------- > > >> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( --- - - - - -- - - -- --------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.33 RAINFALL INTENSITY (INCH. /HOUR) = 2.52 EFFECTIVE STREAM AREA(ACRES) = 51.93 TOTAL STREAM AREA(ACRES) = 61.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 108.71 FLOW PROCESS FROM NODE 325.00 TO NODE 325.10 IS CODE = 2 ---------------------------------------------------------------------------- ) >> ))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 = 500.00 UPSTREAM ELEVATION = 1259.00 DOWNSTREAM ELEVATION = 1251.00 ELEVATION DIFFERENCE = 8.00 TC = .412*[( 500.00 ** 3.00)/( 8.00)3** .20 = 11.315 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.134 SOIL CLASSIFICATION IS "A" p" RESIDENTIAL -) 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA RUNOFF(CFS) = 16.08 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 16.08 �� ......~..~.~~. �� FLOW PROCESS FROM NODE 325.10 TO NODE 326.10 IS CODE = 3 ____________________________________________________________________________ ))}))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )>>>}USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<((<< ============================================================================ DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES PIPEFLOW VEL[]CITY(FEET/SEC.) = 12.2 UPSTREAM NODE ELEVATION = 1251.00 DOWNSTREAM NODE ELEVATION = 1236.169 op FLOWLENGTH(FEET) = 420.690 MAWNINGS N = .013 8� ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.08 m� TRAVEL TIME(MIN. ) = .57 TC(MIN. ) = 11.89 lw **************************************************************************** ' FLOW PROCESS FROM NODE 326.690 TO NODE 326.169 IS CODE = 6 ____________________________________________________________________________ }>)}>ADDIT%ON OF SUBAREA TO MAINLINE PEAK FLOW(<{(( � be 25 YEAR . R RA%NFALL %NTENSIT��INCH�HOUR� = 3 6943 SOIL CLASSIFICATION IS "A° RESIDENTIAL-) 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .58269 ^ SUBAREA AREA(ACRES) = 6.130 SUBAREA RUWOFF(CFS) = 15.06 N� EFFECTIVE AREA(ACRES) = 13.80 /��. AVERAGED Fm(IWCH/HR) = .582 �M'��� {��s TOTAL AREA(ACRES) 13 ' = ~~~ - ^ 8� -2 / /�F / `~'~� ~'`^-^`''~'`�~' -- -- '- ^ � ib PEAK FLOW RATE(CFS) = 30.56 TC(M%N) = 11.89 /' �~ � ��om'�� (n=� ~ �� I�\°� p~��^�/ ��*�» ��� ^�~���=^ =- ��� :# �� �_.p'' `~,~- / 0�� �^� =- / ~�� �� � .~ �[[ �° r> /o� �~-�� �� �y ' /w"` ° ' �- ��**************�**********�a+******************************** FLOW PROCESS FROM NODE 326.10 TO NODE 326.110 IS CODE = 1 --------------------------------------------- ------------------------------ ba > ) > > }DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )>>>}AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.89 pa RAINFALL INTENSITY (INCH./HOUR) = 3.04 � EFFECTIVE STREAM AREA(ACRES) = 13.80 kv TOTAL STREAM AREA(ACRES) = 13.80 PEAK RATE(CFS) AT CONFLUENCE = 30.56 ^ CONFLUENCE INFORMATION: - S STREAM P PEAK FLOW T TIME INTENSITY FM EFFECTIVE NUMBER R RAT�(CFS> ( . _________________-______________-__ 65.73 U� 2 129.97 51.61 COMPUTED CONFLUENCE ESTIMATES ARE »� PEAK FLOW RATE(CFS) = 132.72 / EFFECTIVE AREA(ACRES) = 65.73 �w TOTAL AREA(ACRES) = 75.44 AS FOLLOWS: TIME(MINUTES) 16.329 AS FOLLOWS: TIME(MINUTES) 16.329 ps FLOW PROCESS FROM NODE 386.10 TO NODE 330.00 IS CODE = 3 ----------------------------------------------------------------------------- >))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( �I )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <((<< 0 DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.3 UPSTREAM NODE ELEVATION = 1236.10 DOWNSTREAM NODE ELEVATION = 1834.50 FLOWLENGTH(FEET) = 220.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 132.72 TRAVEL TIME (MIN. ) _ .33 TC (MIN. ) = 16.65 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 ---------------------------------------------------------------------------- > >)) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( wm CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.65 p. RAINFALL INTENSITY ( INCH. /HOUR ) = 2.49 iw EFFECTIVE STREAM AREA(ACRES) = 65.73 TOTAL STREAM AREA(ACRES) = 75.44 am PEAK FLOW RATE(CFS) AT CONFLUENCE = 132.72 +� FLOW PROCESS FROM NODE 330.20 TO NODE 330.00 IS CODE = 2 - ---------------------------------------------------------------------------- > > >) )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( - DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) - 5 -7 DWELLINGS /ACRE im TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 " UPSTREAM ELEVATION = 1253.20 DOWNSTREAM ELEVATION = 1234.50 ELEVATION DIFFERENCE = 18.70 TC = . 389* 1 ( 1000.00 ** 3.00)/( 16.70)3** .20 = 13.664 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.799 SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 iw SUBAREA RUNOFF(CFS) = 5.41 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 5.41 w� 3o b FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 ---------------------------------------------------------------------------- >))> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( f� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.66 RAINFALL INTENSITY (INCH. /HOUR) _ 2.80 EFFECTIVE STREAM AREA(ACRES) = 2.60 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.41 ow FLOW PROCESS FROM NODE 330.10 TO NODE 330.00 IS CODE = 2 ) >> ))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 6 INITIAL SUBAREA FLOW- LENGTH = 750.00 UPSTREAM ELEVATION = 1243.10 DOWNSTREAM ELEVATION = 1234.50 .. ELEVATION DIFFERENCE = 8.60 TC = .389*[( 750.00 ** 3.00)/( 8.60)3** .20 = 13.430 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.828 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 4.22 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 4.22 C. a. -* I\1 o G - - FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = i ---------------------------------------------------------------------- >))> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < << CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 13.43 RAINFALL INTENSITY (INCH. /HOUR) = 2.83 ib EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE 4.22 !� FLOW PROCESS FROM NODE 340.21 TO NODE 340.02 IS CODE = 2 _---------------------------------------------------------------------------- >) >> )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((( <( DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5 -7 DWELLINGS /ACRE - -- - im TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 IF INITIAL SUBAREA FLOW- LENGTH = 630.00 UPSTREAM ELEVATION = 1253.20 DOWNSTREAM ELEVATION = 1243.75 ELEVATION DIFFERENCE = 9.45 TC = . 389* C ( 630.00 ** 3.00)/( 9.45)3** .20 = 11.870 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.046 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 No SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) = 3.64 w FLOW PROCESS FROM NODE 340.02 TO NODE 330.00 IS CODE = 6 ---------------------------------------------------------------------------- ))) > >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <( <<( UPSTREAM ELEVATION = 1243.75 DOWNSTREAM ELEVATION = 1234.50 STREET LENGTH(FEET) = 480.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .225 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREETFLOW MODEL RESULTS: ' STREET FLOWDEPTH(FEET) = 5�9 . HALFSTREET FLOODWIDTH(FEET) = 3.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.51 rr PRODUCT OF DEPTH&VELOCITY = 2 . 73 o� STREETFLOW TRAVELTIME(MIN) = 1.45 TC(MIN) = 13.32 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.842 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF��FS) = 2 72 . . � EFFECTIVE AREA(ACRES) = 2.86 AVERAGED Fm(JNCH/HR) = .485 TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) = 6.07 END OF SUBAREA STREETFLQW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 3.2 FLOW VELOCITY(FEET/SEC.) = 5.75 DEPTH*VELOCITY = 3.12 � FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 19 CODE = 1 ____________________________________-_____________-___________-_____________ to > > } } }DESIGNATE INDEPENDENT STREAM FOR COWFLUENCE( < ( < ( »� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: � TIME OF CONCENTRATION(MINUTES) = 13.32 . RAINFALL INTENSITY (INCH./HOUR) = 2.84 pw EFFECTIVE STREAM AREA(ACRES) = 2.86 TOTAL STREAM AREA(ACRES) = 2.86 as PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.07 -r * - FLOW PROCESS FROM NODE 330.30 TO NODE 330.00 IS CODE = 2 ON _______________________________________________-____________________________ ` )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRE on �����^���/�� T� 13-43 ~� - IN ^ ^ TC = K*[(LENGTH** 3 0�)/�ELEVATION CHANGE�3** �6� -' _� [�� INITIAL SUBAREA FLOW-LENGTH = 1000.00 � �� 7 CO ^3�� ' v� UPSTREAM ELEVATION = 1243.00 0- ~ 16 'ou DOWNSTREAM ELEVATION = 1234.569 ��' ^4/ - �� �[ - ' ELEVATION DIFFERENCE = 8.50 ^ TC = .389*[( 1000.00** 3.00)/( 8.50)]** .20 = 15.998 25 YEAR RAINFALL INTENS%TY ( 1NCH/H0UR) = 2.546 ' jki SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm( INCH/HR) = .4850 um SUBAREA RUNOFF(CFS) = 4.60 � TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE�CFS� . = 4 60 . To (ONFLUet4co 0 C o 6 �� w� FLOW PROCESS FROM NODE 3369.00 TO NODE 330.690 IS CODE = 1 ___ _______________________________________________________________ >)}}}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<(<{ >)>)}AND COMPUTE VARIOUS CONFLUENCED STREAM VAL[JES<<<(< 7 ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 5 ARE: �w ' TIME OF CONCENTRATION(MINUTES) = 16 690 0� ^ RAINFALL INTENSITY (INCH./HOUR) = 2.55 EFFECTIVE STREAM AREA(ACRES) = 2.48 »� TOTAL STREAM AREA(ACRES) = 2.48 in PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.60 FLOW PROCESS FROM NODE 330.00 TO NODE 340.00 IS CODE = 3 ---------------------------------------------------------------------------- ir )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))) ))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <((( . DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 17.8 UPSTREAM NODE ELEVATION = 1234.50 DOWNSTREAM NODE ELEVATION = 1233.40 too FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 150.62 TRAVEL TIME (MIN. ) _ .05 TC (MIN. ) = 16.70 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 1 ---------------------------------------------------------------------------- )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE( <((( to CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.70 RAINFALL INTENSITY (INCH. /HOUR) = 2.46 EFFECTIVE STREAM AREA(ACRES) = 75.67 TOTAL STREAM AREA(ACRES) = 85.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 150.62 FLOW PROCESS FROM NODE 340.22 TO NODE 340.22 IS CODE = 2 >) >> )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( - DEVELOPMENT IS - SINGLE FAMILY RESIDENTIAL -) 5 -7 DWELLINGS /ACRE - -- 1 TC = K *t(LENGTH ** 3.00) /(ELEVATION CHANGE)? ** .20 jy INITIAL SUBAREA FLOW- LENGTH = 850.00 UPSTREAM ELEVATION = 1255.50 aimtJiv•irii Lulu: AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER -------------------------------------------------------------- RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 150.62 1 132.72 16.65 2.486 .48 65.73 62.51 2 5.41 13.66 2.799 .49 2.60 3 4.22 13.43 2.828 .49 2.00 EFFECTIVE AREA(ACRES) 4 6.07 13.32 2.642 .48 2.86 AEG . 5 4.60 16.00 2.546 .49 2.48 FLOW PROCESS FROM NODE 330.00 TO NODE 340.00 IS CODE = 3 ---------------------------------------------------------------------------- ir )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))) ))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <((( . DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 17.8 UPSTREAM NODE ELEVATION = 1234.50 DOWNSTREAM NODE ELEVATION = 1233.40 too FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 150.62 TRAVEL TIME (MIN. ) _ .05 TC (MIN. ) = 16.70 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 1 ---------------------------------------------------------------------------- )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE( <((( to CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.70 RAINFALL INTENSITY (INCH. /HOUR) = 2.46 EFFECTIVE STREAM AREA(ACRES) = 75.67 TOTAL STREAM AREA(ACRES) = 85.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 150.62 FLOW PROCESS FROM NODE 340.22 TO NODE 340.22 IS CODE = 2 >) >> )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( - DEVELOPMENT IS - SINGLE FAMILY RESIDENTIAL -) 5 -7 DWELLINGS /ACRE - -- 1 TC = K *t(LENGTH ** 3.00) /(ELEVATION CHANGE)? ** .20 jy INITIAL SUBAREA FLOW- LENGTH = 850.00 UPSTREAM ELEVATION = 1255.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --•------------------------------------------- ikw 1 150.62 75.67 2 145.86 63.51 we 3 145.34 62.51 4 145.07 62.03 5 149.79 73.08 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 150.62 TIME(MINUTES) = 16.654 EFFECTIVE AREA(ACRES) = 75.67 TOTAL AREA(ACRES) = 65.38 FLOW PROCESS FROM NODE 330.00 TO NODE 340.00 IS CODE = 3 ---------------------------------------------------------------------------- ir )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))) ))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <((( . DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 17.8 UPSTREAM NODE ELEVATION = 1234.50 DOWNSTREAM NODE ELEVATION = 1233.40 too FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 150.62 TRAVEL TIME (MIN. ) _ .05 TC (MIN. ) = 16.70 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 1 ---------------------------------------------------------------------------- )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE( <((( to CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.70 RAINFALL INTENSITY (INCH. /HOUR) = 2.46 EFFECTIVE STREAM AREA(ACRES) = 75.67 TOTAL STREAM AREA(ACRES) = 85.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 150.62 FLOW PROCESS FROM NODE 340.22 TO NODE 340.22 IS CODE = 2 >) >> )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( - DEVELOPMENT IS - SINGLE FAMILY RESIDENTIAL -) 5 -7 DWELLINGS /ACRE - -- 1 TC = K *t(LENGTH ** 3.00) /(ELEVATION CHANGE)? ** .20 jy INITIAL SUBAREA FLOW- LENGTH = 850.00 UPSTREAM ELEVATION = 1255.50 .. -. _L1:JW1V:y I RCHJ9 �t_CVi- JI'1uYv =- i►:HJ. /:.) ELEVATION DIFFERENCE = 11.75 TC = .389*[( 850.00 ** 3.00)/( 11.75)3** 20 = 1:3.602 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.807 SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) = 4.20 FLOW PROCESS FROM NODE 340.02 TO NODE 340.00 IS CODE = 6 ---------------------------------------------------------------------------- 11 )) >) >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA( (((( ow UPSTREAM ELEVATION = 1243.75 DOWNSTREAM ELEVATION = 1233.40 i STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .225 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = i * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.57 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURES. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 3.08 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.83 PRODUCT OF DEPTH&VELOCITY = 2.98 STREETFLOW TRAVELTIME(MIN) = 1.52 TC(MIN) = 15.12 it 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.634 SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 3.43 AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) = 3.43 PEAK FLOW RATE(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEET) _ FLOW VELOCITY(FEET /SEC.) = 5.99 DEPTH *VELOCITY = Fm ( INCH /HR) _ .4850 2.75 6.63 C•B. m ' 50 7 3.29 3. 35 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 1 ---------------------------------------------------------------------------- )))) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.12 RAINFALL INTENSITY (INCH. /HOUR) = 2.63 EFFECTIVE STREAM AREA(ACRES) = 3.43 TOTAL STREAM AREA(ACRES) = 3.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.63 pa FLOW PROCESS FROM NODE 340.10 TO NODE 340.00 IS CODE = 2 Irr ---------------------------------------------------- ------------------------ ))) ))RATIONAL METHOD INITIAL SUBAREA ANALYSIS( < < <( ' _- --- ~____- __ _-_____,- - =�==�==�=========== == = po DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -} 5-7 DWELLINGS/ACRE o� TC = }{*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1240.70 0� DOWNSTREAM ELEVATION = 1233.469 ' ELEVATION DIFFERENCE = 7.30 TC = .389*[( 1000.00** 3.00)/( 7.30)3** .20 = 16.492 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.5690 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 5.17 N� TOTAL AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) = 5.17 ps ~�0�A\ t0[�pjLO��|c��) �� >\' 6�*cp� /�` _ ��^ »�*� �%���� ********' ******************************************************************* «� FLOW PROCESS FROM NODE 340.00 TO NODE 340.690 IS CODE = 1 ____________________________________________________________________________ we >> > > }DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( N� > > > } >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES( ( < ( ( ============================================================================= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES> = 16.49 RAINFALL INTENSITY (INCH./HOUR) = 2.50 EFFECTIVE STREAM AREA(ACRES) = 2.85 TOTAL STREAM AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) AT � CONFLUENCE INFORMATION: ' STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) QN/HR> AREA(ACRES) ____________________________________________________________ 1 15�9.6� 1{�.70 �.481 .48 �5.67 2 6.63 15.12 . 2 634 . 49 3 . 43 3 5.17 16.49 2.5690 .48 2.85 wm U RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. r SUMMARY RESULTS: � j STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) _____________________________________________ 1 1ls1.91 81.95 2 158.45 74.54 3 161.53 81.691 m� COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: | PEAK FLOW RATE<CFS> = 161.91 TIME(MINUTES) = 16.701 EFFECTIVE AREA(ACRES) = 81.95 w� TOTAL AREA(ACRES) = 91.66 �N FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 3 m� __-_______-__--------------------------------------------------------------- }}>}>C8MPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( Pq ))))}USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)(<<(< DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.2 Q�- UPSTREAM NODE ELEVATION = 1233.40 DOWNSTREAM NODE ELEVATION = 1230.40 FLOWLENGTH(FEET) = 210.690 MAWNINGS N = .013 w� PIPES ESTIMATED PIPE DIAMETER(INCH) = 48.� NU�YBER 48.00 = 1 h� PIPEFLOW THRU SUBAREA(CFS) = 161.91 ToQwF/ TIME(MIN.) = .23 TC(MIN.) = 16.93 **************************************************************************** FLOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 1 ____________________________________________________________________________ >>>}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< - ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.93 ' RAINFALL INTENSITY (INCH./HOUR) = 2.46 «� EFFECTIVE STREAM AREA(ACRES) = 81.95 TOTAL STREAM AREA(ACRES) = 91.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 161.91 FLOW PROCESS FROM NODE 350.20 TO NODE 350.12 IS CODE = 2 --------------------------------------------------------------- ------------ )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( tw DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRE mm TC = K*C(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 960.00 - UPSTREAM ELEVATION = 1255.50 n� DOWNSTREAM ELEVATION = 1239.80 ELEVATION DIFFERENCE = 15.769 TC = .389*[( 960.00** 3.08>) /( 15.70>]** .20 = 13.808 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.781 Y� SOIL CLASSIFICATION IS "A" ib RESIDENTIAL-} 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(%WCH/HR) = .48569 SUBAREA RUNOFF(CFS) = 5.99 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE<CFS> = 5.99 ' FLOW PROCESS FROM NODE 350.12 TO NODE 341.00_IS-CODE =___6____________ _____________________________-____________-_______ -- >>}}}COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1239.80 DOWNSTREAM ELEVATION = 1230.70 STREET LENGTH(FEET) = 555.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 0� DISTANCE FROM CROWN TO CROSSFALL GRADEBREAM = 12.069 INTERIOR STREET CROSSFALL(DECIMAL) = .240 on OUTSIDE STREET CROS8FALL<DECIMAL> = .325 SPECIFIED NUMBER OF HALFSTREETG CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.43 w� STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .59 V� HALFSTREET FLOODWIDTH(FEET) = 3.20 W� AVERAGE FLOW VELOCI|Y(FEET/SEC ^ ) = 6.00 PRODUCT OF DEPTH&VELOCITY = 3.52 U� STREETFLOW TRAVELTIME(MIN) = 1.54 TC(MIN) = 15.35 W" 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.610 SOIL CLASSIFICATION IS "A" RESIDENTIAL-} 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 im SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.87 �] -_- . '. *& �,i��/�,` EFFECTIVE AREA(ACRES) = �.*m �� _. ea� Y" AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE�CFS> = 8.42 . r-^." nc o',rjaoCa c_'rnl=;7T;=/OW HYDRAULICS: Lc:r ri � r' c:.c i i - . q.:r PtHLi' S � t2�� i r LiJULW 11J t ti \ t^ C.t t 7 - ,:i. ��•1 - - FLOW VELOCITY(FEET /SEC.) = 6.06 DEPTH *VELOCITY = 3.83 ' FLOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 1 ------------------------------------------------ ---------- -------...___- _. -____ >) >> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< o p jj CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.35 po RAINFALL INTENSITY (INCH. /HOUR) = 2.61 EFFECTIVE STREAM AREA(ACRES) = 4.40 Am TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS> AT CONFLUENCE = 8.42 FLOW PROCESS FROM NODE 350.1 TO NODE 350.11 IS CODE = 2 ---------------------------------------------------------------------------- ) >> ))RATIONAL METHOD INITIAL SUBAREA ANALYSIS( < <(( DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) - 5 -7 DWELLINGS /ACRE __________ TC = K *E(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1240.50 DOWNSTREAM ELEVATION = 1232.40 ELEVATION DIFFERENCE = 8.10 TC = . 38 9* E ( 1000.00 ** 3.00)/( 8.10)3** .20 = 16.153 b 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.532 SOIL CLASSIFICATION IS "A" �* RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 4.33 TOTAL AREA(ACRES) = 2.35 PEAK FLOW RATE(CFS) = 4.33 FLOW PROCESS FROM NODE 350.11 TO NODE 341.00 IS CODE = 6 ---------------------------------------------------------------------------- ) > >) )COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((( << UPSTREAM ELEVATION = 1232.40 DOWNSTREAM ELEVATION = 1230.70 STREET LENGTH(FEET) = 570.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.67 STREETFLOW MODEL RESULTS: �1 NOTE: STREETFLOW EXCEEDS TOP OF CURES. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 4.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.94 PRODUCT OF DEPTH &VELOCITY = 2.21 STREETFLOW TRAVELTIME(MIN) = 3.23 TC(MIN) = 19.39 in 60 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.269 SOIL CLASSIFICATION IS "A" �.,:t1 L_ 1 11 t inL" i .i L/WG1_L1I4(aZD /'Hj_r%r �l:iC+HPCtH L{3`J tCH t c'_ rrn C 1141,H /tiK) _ . �it1bVI SUBAREA AREA(ACRES) = 1.67 SUBAREA RUNOFF(CFS) = 2.68 EFFECTIVE AREA(ACRES) = 4.0E AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) = 4.0E PEAK FLOW RATE(CFS) = 6.45 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .80 HALFSTREET FLOODWIDTH(FEET) _ .4. FLOW VELOCITY(FEET /SEC.) = 3.0E DEPTH *VELOCITY = 2.42 co 01 r -� USN cED Q = 1L� -90CFS FLOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 1 >) >> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 19.39 RAINFALL INTENSITY ( I NCH. /HOUR) = 2.27 EFFECTIVE STREAM AREA(ACRES) = 4.02 im TOTAL STREAM AREA(ACRES) = 4.02 P EAK FLOW RATE(CFS) AT CONFLUENCE = 6.45 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE ■. NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- iM 1 161.31 16.93 2.461 .48 81.95 c 8.4 15.35 2.610 .49 4.40 p" 3 6.45 19.39 2.269 .49 4.02 hr RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE pa NUMBER Q(CFS) AREA(ACRES) --------------------------------------- - - - - -- 1 175.98 89.87 2 172.35 81.89 3 159.73 90.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 175.98 TIME(MINUTES) = 16.932 EFFECTIVE AREA(ACRES) = 89.87 TOTAL AREA(ACRES) = 100.08 bo FLOW PROCESS FROM NODE 341.00 TO NODE 350.O0 IS CODE = 3 ---------------------------------------------------------------------------- No >)))> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <( <(( DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.4 UPSTREAM NODE ELEVATION = 1230.70 DOWNSTREAM NODE ELEVATION = 1235.40 FLOWLENGTH(FEET) = 60.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 i PIPEFLOW THRU SUBAREA(CFS) = 175.98 TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 17.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** pw FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 ---------------------------------------------------------------------------- )) )))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( o� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.03 ~~ RAINFALL INTENSITY (INCH./HOUR) = 2.45 EFFECTIVE STREAM AREA(ACRES) = 89.87 �m , TOTAL STREAM AREA(ACRES) = 100.08 V� PEAK FLOW RATE(CFS) AT CONFLUENCE = 175.98 ^ **************************************************************************** - FLOW PROCESS FROM NODE 350.21 TO NODE 350.22 IS CODE = 2 ________________________________________________________________ w� ------------ >>}>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS(<<<( DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRE N� TC = K*C(LENGTH** 3.00)/(ELEVATION CHANGE)3** .20 INITIAL SUBAREA FLOW-LENGTH = 1000.00 m� UPSTREAM ELEVATION = 1261.80 DOWNSTREAM ELEVATION = 1244.30 N� ELEVATION DIFFERENCE = 17.50 TC = .389*[( 1000.00** 3.00)/( 17.50)]** .20 = 13.847 w� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.777 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 7.20 TOTAL AREA(ACRES) = 3.49 PEAK FLOW RATE(CFS) = 7.20 Q� FLOW PROCESS FROM NODE 350.22 TO NODE 350.12 IS CODE = 6 ____________________________________________________________________________ )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA( < ( ( ( ' ' -- UPSTREAM ELEVATION = 1244.30 DOWNSTREAM ELEVATION = 1238.80 STREET LENGTH(FEET) = 360.�� CURB HEIGTH�INCHES> = 8 . ^ STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GR = 12.00 ON INTERIOR STREET CROSSFALL(DECIMAL) = .240 Nm OUTSIDE STREET CROSSFALL(DECIMAL) = .260 an SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 so **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.20 STREETFLOW MODEL RESULTS: ow STREET PLOWDEPTH(FEET) = .58 im HALFSTREET FLOODWIDTH(FEET) = 3.48 AVERAGE FLOW VELOCITY{FEET/SEC.) = 5.62 PRODUCT OF DEPTH&VELOCITY = 3.27 STREETFLOW TRAVELTIME(MIN) = 1.07 TC(MIN) = 14.91 |� In 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.656 SOIL CLASSIFICATION IS "A" IN RESIDENTIAL-} 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(I = .4850 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 3.49 @� ' AVERAGED Fm(INCH/HR) 485 ` = . TOTAL AREA(ACRES) = 3.49 PEAK FLOW RATE(CFS) = 7.20 END OF SUBAREA STREETFLOW HYDRAULICS: � DEPTH(FEET) = .58 HALFSTREET FLOODWIDTH(FEET) = 3.48 FLOW VELOCITY(FEET/SEC. ) = 5.62 DEPTH*VELOCITY = 3.27 p" FLOW PROCESS FROM NODE 350.30 TO NODE 350.12 IS CODE = 8 **************************************************************************** >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK F0W<<<<< TO NODE 350.00 IS CODE = 6 ____________________________________________________________________________ 25 YEAR RAINFALL INTEN8ITY(INCH/HOUR) = 2.656 >}>>>COMPUTE STREETFLOW SOIL CLASSIFICATION IS "A" r RESIDENTIAL-} 3-4 DWELLINGS/ACRE SUBAREA 'RUNOFF(CFS) LOSS RATE Fm(INCH/HR) = 5820 , . u� SUBAREA AREA(ACRES) = 8.71 SUBAREA = 16.26 _ . DOWNSTREAM ELEVATION 1230 40 EFFECTIVE AREA(ACRES) = 12.20 STREET LENGTH(FEET) = ps AVERAGED Fm(INCH/HR) = .554 &� «� TOTAL AREA(ACRES) = 12.20 PEAK FLOW RATE(CF8) = 23.07 IN TC(MIN) = 14.91 Im **************************************************************************** DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 ~~ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 �- **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 23.43 ils STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. on THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET} = 98 ST HALFSTREET FLOODWIDTH(FEET) = 5.02 �� ^ ��T� OF y~���m �� �= AVERAGE FLOW VELOCITY(FEET/SEC ) 7 83 ^-'� ' �[�� ~~ . = 2/'& . /�, ����. � PRODUCT OF DEPTH&VELOCITY = 7.71 ^- m� STREETFLOW TRAVELTIME(MIN) = 1. 15 TC(MIN) EI« = 16 06 C���� � ^ � m� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.540 [ I'13��� w� SOIL CLASSIFICATION IS "A" � RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = .38 SUBAREA RUNOFF<CFS> = .70 EFFECTIVE AREA(ACRES) = 12 ^ ��' 58 �J �� - Aso -61 n� AVERAGED Fm(INCH/HA) = .552 '^ ji TOTAL AREA(ACRES) = 12.56 PEAK FLOW RATE(CFS) = u*7 END OF SUBAREA STREETFLOW HYDRAULICS: ON DEPTH(FEET) = .97 HALFSTREET FLOODWIDTH(FEET) = 4.96 �*3 p� FLOW VELOCITY(FEET/SEC.) = 7.86 DEPTH*VELOCITY = 7.66 -'�- /� ^ � � �, � /�� ^ ~ /���N�� xv�~��°^' ' ~' �v����� ' ' ~ �� ~-��' ~''^ ~ ~ & FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 ---------------------------------------------------------------------------- m� > } > ) >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< ( < < < > > > ) >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< < < < < � CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: &~ TIME OF CONCENTRATION(MINUTES) = 16.06 o� RAINFALL INTENSITY (INCH. /HOUR) = 2.54 EFFECTIVE STREAM AREA(ACRES) = 12.58 po TOTAL STREAM AREA(ACRES) = 12.58 IN PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.07 FLOW PROCESS FROM NODE 350.12 TO NODE 350.00 IS CODE = 6 ____________________________________________________________________________ >}>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = . 1238.80 _ . DOWNSTREAM ELEVATION 1230 40 _ STREET LENGTH(FEET) = 540.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 ~~ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 �- **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 23.43 ils STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. on THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET} = 98 ST HALFSTREET FLOODWIDTH(FEET) = 5.02 �� ^ ��T� OF y~���m �� �= AVERAGE FLOW VELOCITY(FEET/SEC ) 7 83 ^-'� ' �[�� ~~ . = 2/'& . /�, ����. � PRODUCT OF DEPTH&VELOCITY = 7.71 ^- m� STREETFLOW TRAVELTIME(MIN) = 1. 15 TC(MIN) EI« = 16 06 C���� � ^ � m� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.540 [ I'13��� w� SOIL CLASSIFICATION IS "A" � RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = .38 SUBAREA RUNOFF<CFS> = .70 EFFECTIVE AREA(ACRES) = 12 ^ ��' 58 �J �� - Aso -61 n� AVERAGED Fm(INCH/HA) = .552 '^ ji TOTAL AREA(ACRES) = 12.56 PEAK FLOW RATE(CFS) = u*7 END OF SUBAREA STREETFLOW HYDRAULICS: ON DEPTH(FEET) = .97 HALFSTREET FLOODWIDTH(FEET) = 4.96 �*3 p� FLOW VELOCITY(FEET/SEC.) = 7.86 DEPTH*VELOCITY = 7.66 -'�- /� ^ � � �, � /�� ^ ~ /���N�� xv�~��°^' ' ~' �v����� ' ' ~ �� ~-��' ~''^ ~ ~ & FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 ---------------------------------------------------------------------------- m� > } > ) >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< ( < < < > > > ) >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< < < < < � CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: &~ TIME OF CONCENTRATION(MINUTES) = 16.06 o� RAINFALL INTENSITY (INCH. /HOUR) = 2.54 EFFECTIVE STREAM AREA(ACRES) = 12.58 po TOTAL STREAM AREA(ACRES) = 12.58 IN PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) _____________________________________________ «� 1 198.04 102.45 yo STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE &_ RATE __ __ _ (INCH/HOUR) -------------------------------- (IN/HR) AREA(ACRES) 198.04 TIME(MINUTES) = 17.028 l 175.98 17.03 2.453 .48 89.87 is 2 23.07 16.06 2.540 55 12.58 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) _____________________________________________ «� 1 198.04 102.45 2 196.44 97.35 m� COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 198.04 TIME(MINUTES) = 17.028 EFFECTIVE AREA(ACRES) = 102.45 8� TOTAL AREA(ACRES) = 112.66 **************************************************************************** *� FLOW PROCESS FROM NODE 350.00 TO NODE 360-10 IS CODE = 3 _____________________________________________________-_____________________ >>}>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)(<(<< -~ DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.2 INCHES PIPEFLOW VELOC%TY(FEET/SEC � = 9 8 . ~ ' UPSTREAM NODE ELEVATION = 1230.40 �� ~~ DOWNSTREAM NODE ELEVATION = 1227.50 FLOWLENGTH(FEET) = 740.00 MANNINGS N = .013 on ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 ' PIPEFLOW THRU SUBAREA(CFS) = 198.04 ` TRAVEL TIME(MIN.) = 1.26 TC(MIN.) FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 m� -----__-_______________________________________ . _________-___________________ N� >>>}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<((<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 18 . 28 jw RAINFALL INTENSITY (INCH. /HOUR) 2.35 EFFECTIVE STREAM AREA(ACRES) = 102.45 m� TOTAL STREAM AREA(ACRES) = 112.66 PEAK FLOW RATE(CFS) AT CONFLUENCE 196.04 - FLOW PROCESS FROM NODE 360.10 TO NODE 3669.10 IS CODE = 7 ____________________________________________________________________________ r- >>)}>USER SPECIFIED HYDROLOGY INFORMATION AT NODE(<((< USER-SPECIFIED VALUES ARE AS FOLLOWS: 1p TC(MIN) = 15.18 RAIN INTENSITY(INCH/HOUR) = 2.63 EFFECTIVE AREA(ACRES) = 18.22 / TOTAL AREA(ACRES) = 18.66 PEAK FLOW RATE(CFS) = 37.13 AVERAGED LOSS RATE, Fm(IN/HR) = .400 ilk **************************************************************************** FM FLOW PROCESS FROM NODE 360.10 TO NODE 360-10 IS CODE = 1 bw ______________________________-_________________-__________________-________ > ) > ) )DESIGNATE INDEPENDENT gTQPAN FnQ rnmF/ //pmrrr / / / / / CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: � TIME OF CONCENTRATION(MINUTES) = 15 . 18 RAINFALL INTENSITY (INCH./HOUR) = 2.63 EFFECTIVE STREAM AREA(ACRES) = 18.22 TOTAL STREAM AREA(ACRES) = 18.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.13 w� FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 7 ____________________________________________________________________________ ' >>>>}USER SPECIFIED HYDROLOGY INFORMATION AT NODE((((( &_ USER-SPECIFIED VALUES ARE AS FOLLOWS: wp TC(MIN) = 14.84 RAIN INTENSITY(INCH/HOUR) = 2.66 ik = . EFFECTIVE AREA(ACRES) 7 47 TOTAL AREA(ACRES) = 7.68 PEAK FLOW RATE(CFS) = 16.03 *� AVERAGED LOSS RATE, Fm(IN/HR) = .290 **************************************************************************** mo FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 Nm ---------------------------------------------------------------------------- >>>>}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((<<< pm }>)>}AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES(<<<( ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 14.84 �w RAINFALL INTENSITY (INCH./HOUR) = 2.66 iw EFFECTIVE STREAM AREA(ACRES) = 7.47 TOTAL STREAM AREA(ACRES) = 7.68 on PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.03 �� ` CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE po , NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) h� ------------------------------------------------------------ 1 198.04 18.28 2.3569 .49 102.45 w� 2 37.13 15.16 2.628 .40 18.22 m� 3 16.03 14.84 2.664 .29 7.47 mm RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO � CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE W� NUMBER Q(CFS) AREA(ACRES) &� _____________________________________________ 1 244.45 128.14 n� 2 241.87 110.75 No 3 240.74 108.43 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 244.45 TIME(MINUTES) = 18.283 Q� EFFECTIVE AREA(ACRES) = 128.14 n� TOTAL AREA(ACRES) = 139.00 **************************************************************************** -� FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 - ____________________________________________________________________________ � }>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<((<( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: �8 TIME OF CONCENTRATION(MINUTES) = 18 . RAINFALL INTENSITY (INCH. /HOUR) = 2.35 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(lNCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 _ DISTANCE FROM CROWN TO CROSSFALL GRADEBR�AK = 12 00 �= . , IN7ERIOA STREET CROSSFALL(DECIMAn) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUn8ER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVE"TIME COMPUTED USING MEAN FLOW(CFS) = 21.20 MR STREETFoOi MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. im THE FOLLOWING STREETFLUW RESULTS AHE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. R, THAT IS ALL FLOW ALONG THE PARKWAY, ETC., l8 NE ib STREET FLOWDEPTH(FEET) = .94 Sr. SLOPE f^42 7 - HALFSTREET FLOODWIDTH(FEET) = 4.84 ���� '471 ww AVERAGE FLOW VELOCITY(FEET/SEC. ) = 7.71 PRODUCT OF DEPTH&VELOCITY = 7.21 �- �� . STREETFLOW TRAVELTIME(MIN) = 1.95 TC(MIN) = 17.14 IP ^o 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.443 OWN p»K*«Y *m SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .09769 / MR SUBAREA AREA(ACRES) = .89 SUBAREA RUNOFF(CFS) = 1.88 EFFECTIVE AREA(ACRES) = �1 05 . . AVERAGED Fm(INCH/HR) = .385 w� TOTAL AREA(ACRES) = 11. 13 PEAK FLOW RATE(CFS) = 20.46 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .91 HALFSTREET FLOODWIDTH(FEET) = 4.74 FLOW VELOCITY(FEET/SEC.) = 7.77 DEPTH*VELOCITY = 7.08 1� ' m� FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 1 ____________________________________________________________________________ >>>}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((<{( }>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<(<<< ` CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.14 ON RAINFALL INTENSITY (INCH. /HOUR) = 2.44 ko EFFECTIVE STREAM AREA(ACRES) = 11.06 TOTAL STREAM AREA(ACRES) = 11.13 ^_ PEAK FLOW RATE(OFS) AT CONFLUENCE = 20.46 0 CONFLUENCE INFORMATION STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE OR �UMGER RATE(CPS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) No -------------------------------------------------------------- 1 20.46 17.14 2.443 .39 11.05 ~ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO - CONFLUENCE FORMULA USED FOR 1 STREAMS. SUNMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NijMBER Q(CFS) AREA(ACRES) ` ---------------------------------------------- 1 20.46 11.05 / COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~~ PEAK FLOW RATE(CFS) = 20.46 TIME(MINUTES) = 17. 140 EFFECTIVE AREA(ACRES) = 11.05 w� TOTAL AREA(ACRES) = 11. 13 Pkn AP 07" MV q"mmuPv, If 11 if - F-) LL 03 U C-) , lf ,. Ld [ij 3 :> 'L- LL IL fl W ti i i1 rr LL j VIA t I it I it I A t A RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1966 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,66,67 Advanced Engzneerinp Software (aes) ^ Ver. 4.1C Release Date: 5/1087 Serial # I00908 Especially prepared for: 0� HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** N� * EAST VILLAGE HYDROLOGY, LINE M LATERAL, LATERAL M1 * * Q 25 YR * * VENKI.N, JN 36!0-020, 9/9/88 * im PILE NAME: A:EVLATM1.DAT TIME/DATE OF STUDY: 11: 2 9/10/1988 No __________________-_____________________~~~�����============================ mm USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: =========================================================== no --*TIME-OF-CONCENTRATION MODEL*-- mo USER SPECIFIED STORM EVENT(YEAR) = 25,00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 �� SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 im *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .980 mN 1690-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: T° STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.1520 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 359.00 TO NODE 359.1f IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY'RESIDENTIAL -> 5-7 DWELLING A ]� ^��* 8~ A-p ^ rP�\ 7-U ' �������n�� ��Y A�. TO7P��- w,�w��~� c�~~'� ''` m� TO = K*� 'LEwGTH** 3.00)/(ELEVATION CHANGE) J** .20 s7~ N� INITIAL SUBAREA FLOW-LENGTH = 990.00 MON' UPSTREAM ELEVATION = Q41.60 0000 WU - ^ - DOWNSTREAM ELEVATION = 1229.70 = /6-5 ELEVATION DIFFERENCE = 11.90 o~*o m� TC = 389*[ ( 990. 0@** 3. 00) / ( 11. 9�) ]** . 20 = 14^ 86� ��0 @$(P �� . ' `` 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.66i SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4650 SUBAREA RUNOFF(CFS) = 16.57 �. . N� TOTAL AREA(ACRES) = 6.46 PEAK FLOW RATE(CFS) = 16. 57 u� �� t �� ��� ��| �� ' - FLOW PROCESS FROM NODE 359.10 TO NUDE 359.10 IS CODE = 1 ______-_________________-__________________________-________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUEWCE((<<< ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIMF OF CONCENTRATION(MINUTES) = 14.87 v� EFFECTIVE STREAM AREA(ACRES) = 8.46 / TOTAL STREAM AREA(ACRES) = 8.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.57 FLOW PROCESS FROM NODE 359.20 TO NODE 359.10 IS CODE = 2 N� ---------------------------------------------------------------------------- " >>>>>RATIONAL METHDD INITIAL SUBAREA ANALYSIS<<<<< IN DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE x� TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1242.50 DOWNSTREAM ELEVATION = 1229.669 ELEVATION DIFFERENCE = 12.90 TC = 389*[( 1000 00** 3 00>/( 12 90>]** 20 = 14 . . . . . 717 ~ ' 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.677 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 11.74 TOTAL AREA(ACRES) = 5.95 PEAK FLOW RATE(CFS) = 11.74 �� ���� ���~���� FLOW PROCESS FROM NODE 359.10 TO NODE 359.10 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<((<< > > } > >AND COMPUTE VARIOUS CONFLUENCED STREAM VAL-UES< < << < ============================================================================ m� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14 . 72 ` RAINFALL INTENSITY (INCH. /HOUR) = 2.68 EFFECTIVE STREAM AREA(ACRES) = 5.95 ' TOTAL STREAM AREA(ACRES) = 5.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11. 74 CONFLUENCE INFORMATION ig STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) op --------------------------------------------------------------- I 16.57 14.87 2.661 .49 8.46 im 2 11.74 14.72 2.677 .49 5.95 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE N� NUMBER _____________________________________________ Q(CFS} AREA(ACRES) 1 28.22 14.41 2 28.26 14.32 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 26 TIME(MINUTES) mi = 14.717 ;I EFFECTIVE AREA(ACRES) = ~ ' TOTAL AREA(ACRES) = 14.41 ^ . � **************************************************************************** FLOW PROCESS FROM NODE 359.10 TO NODE 360N IS CODE = 3 ____________________________________________________________________________ m� }>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< > } > > > USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) < ( ( < < **************************************************************************** on FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 lS CODE = 1 ____________________________________________________________________________ im >>>>>DESIGWATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ �w CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Nw TIME OF CONCENTRATION(MINUTES) = 15.16 RAINFALL INTENSITY (INCH./HOUR) = 2.63 EFFECTIVE STREAM AREA(ACRES) = 14.32 TOTAL STREAM AREA(ACRES) = 14 . 41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.26 FLOW PROCESS FROM NODE 350.10 TO NODE 360.10 IS CODE = 2 m� ----------------------------------------------------------------_-__________ iw >>>>}RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<<< ============================================================================ DEVELOPMENT IS COMMERCIAL «� TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) 3** .269 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1230.80 DOWNSTREAM ELEVATION = 1227.50 � ELEVATION DIFFERENCE = 3.369 m� TC = . 304*[( 700.00** 3.00)/( 3.369)]** .20 = 12.196 ' 25 YEAR RAINFALL INTENSITY(INCH/HOUR> = 2.996 ~ :it SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 2.35 **************************************************************************** FLOW PROCESS FROM NODE 360.10 TO NODE 360.l0 IS CODE = 1 � ____________________________________________________________________________ �m >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: No TIME OF CONCENTRATION(MINUTES) = 12.20 . io RAINFALL INTENSITY (INCH . /HOUR) = 3.00 EFFECTIVE STREAM AREA(ACRES) = .90 TOTAL STREAM AREA(ACRES) = . 90 . PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.35 **************************************************************************** FLOW PROCESS FROM NODE 315.30 TO NUDE 315.3l IS CODE = 2 . >>>>}RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ N� DEVELOPMENT IS COMMERCIAL °M TC = K*[(LEWGTH** 3.00)/(ELEVATION CHANGE)]** .20 We INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1261.80 pm PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 ^ iw UPSTREAM NODE ELEVATION = 1229.60 . DOWNSTREAM NODE ELEVATION = 1227.50 FLOWLENGTH(FEET) = 230 0N . MANNINGS N = 013 ~ ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 28.26 ' TRAVEL TIME(MIN.) = .46 TC(MIN.) = 15.i8 **************************************************************************** on FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 lS CODE = 1 ____________________________________________________________________________ im >>>>>DESIGWATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ �w CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Nw TIME OF CONCENTRATION(MINUTES) = 15.16 RAINFALL INTENSITY (INCH./HOUR) = 2.63 EFFECTIVE STREAM AREA(ACRES) = 14.32 TOTAL STREAM AREA(ACRES) = 14 . 41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.26 FLOW PROCESS FROM NODE 350.10 TO NODE 360.10 IS CODE = 2 m� ----------------------------------------------------------------_-__________ iw >>>>}RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<<< ============================================================================ DEVELOPMENT IS COMMERCIAL «� TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) 3** .269 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1230.80 DOWNSTREAM ELEVATION = 1227.50 � ELEVATION DIFFERENCE = 3.369 m� TC = . 304*[( 700.00** 3.00)/( 3.369)]** .20 = 12.196 ' 25 YEAR RAINFALL INTENSITY(INCH/HOUR> = 2.996 ~ :it SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 2.35 **************************************************************************** FLOW PROCESS FROM NODE 360.10 TO NODE 360.l0 IS CODE = 1 � ____________________________________________________________________________ �m >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: No TIME OF CONCENTRATION(MINUTES) = 12.20 . io RAINFALL INTENSITY (INCH . /HOUR) = 3.00 EFFECTIVE STREAM AREA(ACRES) = .90 TOTAL STREAM AREA(ACRES) = . 90 . PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.35 **************************************************************************** FLOW PROCESS FROM NODE 315.30 TO NUDE 315.3l IS CODE = 2 . >>>>}RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ N� DEVELOPMENT IS COMMERCIAL °M TC = K*[(LEWGTH** 3.00)/(ELEVATION CHANGE)]** .20 We INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1261.80 --- vuwmtD/Mr-mn r-L-t--vH/Iuw = d�:, go ELEVATION DIFFERENCE = 11.55 ' TC = 304*[( 1000 00** 3 00>/( 11 55)]** 20 = 11 759 �m ^ ^ ^ ~ ^ ^ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.063 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 ~~ SUBAREA RUNOFF(CFS) = 3.47 ' TOTAL AREA(ACRES) = 1.30 PEAK FLUW RATE(CFS) = 3.47 �� ' **************************************************************************** . 4p FLOW PROCESS FROM NODE 315.31 TO NODE 360 iO IS CODE = 6 ---------------------------------------------------------------------------- im > > > > >CQMPU7E STREETFLOW TRAVELTIME THRU SUBAREA< < < < ( ============================================================================ m� UPSTREAM ELEVATION = 1250.25 DOWNSTREAM ELEVATION = 1227.50 STREET LENGTH(FEET) = 1660.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 to ^ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL([>ECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .525 pm 6 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 wON **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.65 STREETFLOW MODEL RESULTS: im STREET FLOWDEPTH(FEET) = .55 � 6�7�r.L- - so HALPSTREET FLOODWIDTH(FEET) = 2 67 . .- AVERAGE FLOW VELOCITY(FEET/SEC. ) = 5.35 - ^ 80 PRODUCT OF DEPTH&VELOCITY = 2.95 44 STREETFLOW TRAVELTIME(MIN) = 5.23 TC(MIW) = 16.99 pa - �� � 456 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2 . � SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE Fm(INCH/HR> = 69 ° . 097 ' SUBAREA AREA(ACRES) = 2.05 SUBAREA RUNOFF(CFS) = 4.35 EFFECTIVE AREA(ACRES) = 3.35 AVERAGED Fm(INCH/HR) = .097 �w TOTAL AREA(ACRES) = 3.35 PEAK FLOW RATE(CFS) = 7.11 END OF SUBAREA STREE7FL-OW HYDRAULICS: --c-=--~ DEPTH(FEET) = .62 HALFSTREET FLOODWIDTH(FEET) = 2.81 FLOW VELOCITY(FEET/SEC. ) = 5.68 DEPTH*VELOCITY = 3.54 We FLOW PROCESS FROM N3DE 360.10 TO NUDE 360.1Q IS CODE = � 40 _______-____________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((<<< pl > } > > >AND COMPU4E VARIOUS CONFLUENCED STREAM VALUES<< <( < CONPLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 16.99 RAINFALL INTENSITY (INCH./HOUR) = 2.46 N� EFFECTIVE STREAM AREA(ACRES) = 3.35 TOTAL STREAM AREA(ACRES) = 3.35 r! PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.11 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE ��. NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- i 28.26 15.18 2.628 .49 14.32 p� 2 2.35 i2.20 2.996 .10 .90 w� 3 7.11 16.99 2.456 .10 3.35 m� FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<{<< >>>>>A�D COMPUTE VARIOUS CONFLUENCED STREAM VALUES<(<(< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: -- TIME OF CONCENTRATION(MINUTES) = 15.18 RAINFALL INTENSITY (INCH. /HOUR) = 2.63 EFFECTIVE STREAM AREA(ACRES) = 18.22 w� TOTAL STREAM AREA(ACRES) = 18.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.13 CONFLUENCE INFORMATION: (IN= Ur GUNGENiMAiiu mHi.Lu *� CONFLUENCE FORMULA USED FUR 3 STREAMS. ' SUMMARY RESULTS: - STREAM CONFLUENCE EFFECTIVE w� NUMBER Q(CFS> AREA(ACRES) ----------------------------------------------- 1 37.i3 18.22 m� 2 35.24 i4.8z 3 35.02 i8.57 COMPUTED CONFLUENCE ESTIMATES AhE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.13 TIME(MINUTES) = 15.181 EFFECTIVE AREA(ACRES} = l8 . 22 TOTAL AREA(ACRES) = 18.66 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: m� FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<{<< >>>>>A�D COMPUTE VARIOUS CONFLUENCED STREAM VALUES<(<(< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: -- TIME OF CONCENTRATION(MINUTES) = 15.18 RAINFALL INTENSITY (INCH. /HOUR) = 2.63 EFFECTIVE STREAM AREA(ACRES) = 18.22 w� TOTAL STREAM AREA(ACRES) = 18.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.13 CONFLUENCE INFORMATION: ^ STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) w� ______________________________________________________________ 1 37.13 15.i8 2.628 .40 18.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO m� CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) _____________________________________________ 1 37.13 18.22 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: p� PEAK FLOW RATE(CFS) = 37.0 TIME(MINUTES) = 15. i81 EFFEC71VE AREA(ACRES) = 16.22 TOTAL AREA(ACRES) = 18'66 FLOW PROCESS FROM NODE 380.00 TO NODE 360.io IS CODE = 2 w� ---------------------------------------------------------------------------- >>}>>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 = 770.00 UPSTREAM ELEVATION = Q31.00 �� , ^�~ n� m� q 1 ^� N� DOWNSTREAM ELEVATION = 1225. 45 ELEVATION DIFFERENCE = 5.55 . . . . . . TC = 389*[( 770 0G** 3 00>�( 5 55>]** 20 = 14 893 25 YEAR RAINFALL INTEWSITY(INCH/HOUR) = 2.658 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 5.28 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 5.26 =�_�- ` FLOW PROCESS FROM NODE 380.169 TO NODE ____________________________________________________________________________ 380.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((<<( 0� >)>>>USING COMPUTER-ESTIMATED PIPESIZE (NOW-PRESSURE FLOW)<<<(< _ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.6900 y� DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPEFLOW VELOCITY(FEET/SEC ) = 11 2 . . UPSTREAM NODE ELEVATION = 1227.40 DOWNSTREAM NODE ELEVATION = 1225.068 FLOWLENGTH(FEET) = 40.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.009 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.28 m� TRAVEL TIME(MIN. ) = .06 TC(MIN. ) = 14.95 p= **************************************************************************** FLOW PROCESS FROM NODE 2 360.20 TO NODE 380 ~0 IS CODE = 1 ____-_______________________________________________________-____________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.95 *� RAINFALL INTENSITY (INCH./HOUR) = 2.65 iw EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 pm PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.28 **************************************************************************** n� FLOW PROCESS FROM NODE 3669.00 TO NODE 380.£0 3S CODE = 2 _________-___-_-_____________________________ T� >>>>>RATIONAL M�THOD INITIAL SU8AREA ANALYSIS<<<<( ------------------------ ============================================================================ DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -} 5-7 DWELLINGS/ACRE ift TO = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 7}�~�W vR INITIAL SUBAREA FLOW-LENGTH = 1020.00 /u''»- bw UPSTREAM ELEVATION = 1231.00 DOWNSTREAM ELEVATION = 1225 00 ���� . -���CPS po ELEVATION DIFFERENCE = 6.00 TO = .389*[( 1020.00** 3.00)/( 6.00)3** .20 = 17.357 im 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.425 SOIL CLASSIFICATION IS "A" 10 RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 6i SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.27 PI ~ **************************************************************************** FLOW PROCESS FROM NODE 380.20 TO NODE 380.20 IS CODE = 1 w� ____________________________________________________________________________ ol � >}>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<( ============================================================================ m� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 17 36 . RAINFALL INTENSITY (INCH./HOUR) = 2.42 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1 30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27 FLOW PROCESS FROM NODE 550.20 TO NODP 050-21 IR rnnp _P m� >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS(<<<< DEVELOPMENT IS COMMERCIAL On � TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 U� INITIAL SUBAREA FLOW-LENGTH = 960.00 UPSTREAM ELEVATION = 1248.00 DOWNSTREAM ELEVATION = 1236.63 ELEVATION DIFFERENCE = 11.37 TC = .304*[( 960.00** 3.00)/( 11.37)]** .20 = 11.5i0 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.102 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 S&BAREA RUNOFF(CFS) = 3.76 TOTAL 'O.AL AREA(ACRES) = 1.39 PEAK FLOW RATE(CFS) = 3.76 FLOW PROCESS FROM NODE 650.21 TO NODE 29 00 IS CODE = 6 . . ____________________________________________________________________________ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<(<( ============================================================================ an UPSTREAM ELEVATION = 1236.63 DOWNSTREAM ELEVATION = 1225.22 STREET LENGTH(FEET) = 980.00 CURB HEIGTH(INCHES) = S. In STREET HALFWIDTH(FEET) = 24.00 ka DISTANCE FROM CROWN TO CROSGFALL GRADEBREAK = 12.W0 p� INTERIOR STREET CROSSFALL(DECIMAL) = . 240 OUTSIDE STREET CROSSFALL(DECIMAL) = .525 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.44 `~ STREETFLOW MODEL RESULTS: w� STREET FLOWDEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 2.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.26 PRODUCT OF DEPTH&VELOCITY = 3.23 STREETFwOW TRAVELTIME(MIN) = 3.11 TC(MIN) = l4.62 bw 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.688 Im SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE. Fm(INCH/H�) = 097� c , , SUBAREA AREA(ACRES) = 2.29 SUBAREA RUNOFF(CFS> = 5.34 EFFECTIVE AREA(ACRES) = 3.68 mw AVERAGED Fm(IWCH/HR) = .097 TOTAL AREA(ACRES) = 3.66 PEAK FLOW RATE(CFS) = 8.58 END OF SUBAREA STREETFLOW HYDRAULICS: m� DEPTH(FEET) = .7i HALFSTREET FLOODWIDTH(FEET) = 2.97 W� FLOW VELOCITY(FEET/SEC. ) = 5.76 DEPTH*VELOCITY = 4.07 C_ 13 FLOW PROCESS FROM NODE 29.00 TO NODE 3b0.L0 IS CODE = 3 ____________________________________________________________________________ m� > > > > >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA< ( < < ( > > }> >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) < < < < < ============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES - PIPEFLOW VELOCITY(FEET/SEC.) = 4.4 UPSTREAM NODE ELEVATION = 1225.22 DOWNSTREAM NODE ELEVATION = 1225.00 w� FLOWLENGTH(FEET) = 60.00 MANNINGS N = .013 w� ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PToF;:| nW Twn// = n = JLI FLOW PROCESS FROM NODE 380.20 TO NODE 360.20 IS CODE = 1 ____________________________________________________________________________ >}>>>DESIGNATE INDEPENDENT STREAM FOR CONFLJENCE<<<<< COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<( CONTLjEmCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MINUTES) = 14.84 io RAINFALL INTENSITY (INCH. /HOUR) = 2.66 EFFECTIVE STREAM AREA(ACRES) = 7.47 m� TOTAL STREAM AREA(ACRES) = 7.68 . Is PEAK FLOW RATE(CFS) AT CONFLUENCE l6 03 _ CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE n� NUMBER RATE(CFS) (MIN.) (INCH/HOUR) KIN/HR) AREA(ACRES) ______________________________________________________________ 16.03 14.84 2.663 .29 7.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO pm CONFLUENCE FORMULA USED FOR 3 STREAMS. i �S SUMMARY RESULTS: " STREAM - STREAM CONFLUENCE EFFECTIVE NUMBER NUMBER Q(CFS) AREA(ACRES) m� FLOW PROCESS FRDM NODE 380.20 TO NODE 360.00 1S CODE = l k� ___________________________-________________________________________________ 16.03 0> > > >DESIGNA7E ZNDEPENDEWT STREAM FOR CONFLUENWE( < < < < -`, > > > } >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES < < < < < 1w, ============================================================================ ESTIMATES ARE AS FOLLOWS: - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: p� TIME OF CONCENTRATION(mINUTES) = 14.84 = 7.47 R . AI�FA�L INTENSITY (INCH./HOUR) = 2 66 7.68 ~ EFFECTIVE STREAM AREA(ACRES) = 3.68 TOTAL STREAM AREA(ACRES) = 3.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.58 ^ CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) --------------------------------------------------------------- ~~ \ 5.28 14.95 2.652 .49 2.70 2 2.27 17.36 2.425 .49 1.30 3 8.58 14.84 2.663 .10 3.68 FLOW PROCESS FROM NODE 380.20 TO NODE 360.20 IS CODE = 1 ____________________________________________________________________________ >}>>>DESIGNATE INDEPENDENT STREAM FOR CONFLJENCE<<<<< COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<( CONTLjEmCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MINUTES) = 14.84 io RAINFALL INTENSITY (INCH. /HOUR) = 2.66 EFFECTIVE STREAM AREA(ACRES) = 7.47 m� TOTAL STREAM AREA(ACRES) = 7.68 . Is PEAK FLOW RATE(CFS) AT CONFLUENCE l6 03 _ CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE n� NUMBER RATE(CFS) (MIN.) (INCH/HOUR) KIN/HR) AREA(ACRES) ______________________________________________________________ 16.03 14.84 2.663 .29 7.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO pm CONFLUENCE FORMULA USED FOR 3 STREAMS. i �S SUMMARY RESULTS: " STREAM - STREAM CONFLUENCE EFFECTIVE NUMBER NUMBER Q(CFS) AREA(ACRES) m� _____________________________________________ k� 1 16.1411 7.50 16.03 2 14.78 7.68 3 16.03 7.47 1w, - COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: - PEAK FLOW RATE(CFS) = 16.03 TIME(MINUTES) = 14.844 EFFECTIVE AREA(ACRES) = 7.47 TOTAL AREA(ACRES) = 7.68 FLOW PROCESS FROM NODE 380.20 TO NODE 360.20 IS CODE = 1 ____________________________________________________________________________ >}>>>DESIGNATE INDEPENDENT STREAM FOR CONFLJENCE<<<<< COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<( CONTLjEmCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MINUTES) = 14.84 io RAINFALL INTENSITY (INCH. /HOUR) = 2.66 EFFECTIVE STREAM AREA(ACRES) = 7.47 m� TOTAL STREAM AREA(ACRES) = 7.68 . Is PEAK FLOW RATE(CFS) AT CONFLUENCE l6 03 _ CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE n� NUMBER RATE(CFS) (MIN.) (INCH/HOUR) KIN/HR) AREA(ACRES) ______________________________________________________________ 16.03 14.84 2.663 .29 7.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 1 STR�AMS . � SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) w� _____________________________________________ w� 1 16.03 7.47 ,ner. ..=^.rr ~�"rcc **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Cooyrignt 1983 Advanced Engineering Software (aes) 0 "I 0 ON to 16.06 imm WWI mb) 14.844 EFFECTIVE AREA(ACRES) = 7.47 ` ~~ TOTAL AREA(ACRES) = ============================================================================ 7.68 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.68 N� EFFECTIVE AREA(ACRES) = 7.47 '~ PEAK FLOW RATE(CFS) = 16.03 ============================================================================ END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Cooyrignt 1983 Advanced Engineering Software (aes) 0 "I 0 ON to TOTAL STREAM AREA(ACRES) = 139.00 PEAK FLOW RATEWS) AT CONFLUENCE 244.45 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE<CFS> (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: U� STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) _____________________________________________ 1 244.45 128.14 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 244.45 TIME(MINUTES) = 18.283 EFFECTIVE AREA(ACRES) = 128.14 = TOTAL AREA(ACRES) = 139.00 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 139.00 EFFECTIVE AREA(ACRES) = 128.14 PEAK FLOW RATE(CFS) = 244.45 END OF RATIONAL METHOD ANALYSIS 0 0 we = pm im mo Ver. 4.1C Release Date: 5/11/87 Serial # 100906 �� m� Especially oreoared for: HALL & FOREMAN DESCRIPTIUN QF STUDY *****************+******** * EAST VILLAGE HYDROLOGY~ LINE MN, (LATERAL M) * OR * Q as YR * NJ * VENKI.N. jN 3810-020. 9/9/88 * ************************************************************************** FILE NAME: A:EVLATM0.DAT TIME/DATE OF STUDY: 11: 9 9/10/1988 ============================================================================ 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 = .95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* is 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .980 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.470 wm COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 HOUR INTENSITY(INCH/HOUR> = 1 1520 �� . _ . SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** w� FLOW PROCESS FROM NODE 701.10 TO NUDE 701.10 IS CODE = 2 ' _N� ------------------------------------ --------------------------------- ______ \ >>>>>RATIOWAL METHOD INITIAL SUBAREA ANALYSIS<(<<< ============================================================================ �w ` DEVELOPMENT IS COMMERCIAL 61 TO = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 620.00 is UPSTREAM ELEVATION 1290.50 / DOWNSTREAM ELEVATION = 1284.80 - w� ELEVATION DIFFERENCE = 5.7@ ` TC = 304*[( 6�0 Q�** 3 ��N>/( 5 70)]** 20 = 1Q 166 . . ~ . . . 25 YEAR RAINFALL INTEhSITY(INCH/HOUR) = 3.342 SOIL CLASSIFICATION IS "A" � COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 2.Q T07Au AREA(ACRES) = .73 PEAK FLOW RATE(CF8) = 2.13 **************************************************************************** FLOW PROCESS FROM NODE 701.01 TO NODE 701.01 IS CODE = 1 &� ----------------- -- n� >>>>>DESIGNATE - INDEPENDENT STREAM FOR COWFLUENCE<(<<< ============================================================================ CONPLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 10.17 RAINFALL INTENSITY (INCH./HOUR) 3.34 EFFECTIVE STREAM AREA(ACRES) = .73 A- TOTAL STREAM AREA(ACRES) = .73 �� ~~ PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13 so ` ***** _ -- ------ _... ---- 44 m" ^.""= "m4 m4 rc rnnc _ � ' ____________________________________________________________________________ ON >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<<( it DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE to TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 it INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1290.30 DOWNSTREAM ELEVATION = 1286.00 ELEVATION DIFFERENCE = 4.30 TC = .389*[( 550.00** 3.00)/( 4.30)1** .20 = 12.808 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.910 SOIL CLASSIFICATION IS "A" - RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 6.66 TOTAL AREA(ACRES) = 3.05 PEAK FLOW RATE(CFS) = 6.66 FLOW PROCESS FROM NODE 701.01 TO NODE 701.01 IS CODE = 1 ____________________________________________________________________________ >>}}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IN TIME OF CONCENTRATION(MINUTES) = 12.81 Jim RAINFALL INTENSITY (INCH. /HOUR) = 2.91 EFFECTIVE STREAM AREA(ACRES) = 3.05 »� TOTAL STREAM AREA(ACRES) = 3.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.66 is **************************************************************************** � FLOW PROCESS FROM NODE 701.01 TO NODE 16.10 IS CODE = 6 -_________________-___________________________-_____________________________ }>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< r ~ ============================================================================ U� UPSTREAM ELEVATION = 1286.00 DOWNSTREAM ELEVATION = 1270.00 STREET LENGTH(FEET) = 1030.00 CURB HEIGTH(INCHES) = 8. � STREET HALFWIDTH(FEET) = 24.00 m� DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .420 oocrrc`cn m//mocm nc oa ccTocc7c rnoovrmo o''uncc _ q CONFLUENCE INFORMATION: �w ^ STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE �wl NUMBER RATE(CFS) ______________________________________________________________ (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ON 1 2.13 10.17 3.342 .10 .73 2 6.66 12.81 2.910 .49 3.05 is RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ` SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE w� NUMBER Q(CFS) AREA(ACRES) lit -------------- 1 8.36 3.15 2 6.50 3.78 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.50 TIME(MINUTES) = 12.806 EFFECTIVE AREA(ACRES) = 3.78 ON TOTAL AREA(ACRES) = 3.76 It **************************************************************************** � FLOW PROCESS FROM NODE 701.01 TO NODE 16.10 IS CODE = 6 -_________________-___________________________-_____________________________ }>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< r ~ ============================================================================ U� UPSTREAM ELEVATION = 1286.00 DOWNSTREAM ELEVATION = 1270.00 STREET LENGTH(FEET) = 1030.00 CURB HEIGTH(INCHES) = 8. � STREET HALFWIDTH(FEET) = 24.00 m� DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .420 oocrrc`cn m//mocm nc oa ccTocc7c rnoovrmo o''uncc _ q ' ! **7RAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.92 STREETFLOW MODEL RESULTS: NOTE: STREETFLOw EXCEEDS TOP OF CURb. TmE S7REE RESULTS ARE BASED ON THE ASSUNPTIOw 'THAT WEGLIBLE F_Ow OCCURS OUTSIDE THE STREET CHANNEL. ThW iS, ALL FLUw ALONG THE PARKWAY, ETC., IS NEGLECTED. STREE7 FLOWDEPTH(FEET) = .70 HALFSTREET FLOODWIDTH(FEET) = 3.19 AVERAGE F-OW VELOCITY(FEET/SEC.) = 6.49 PRODJCT OF DEPTH&VELOCITY = 4.54 STREETFLOW TRAVELTIME(mIN) = 2.64 TC(MIN) = 15.45 25 YEA-4 RAINFHLL INTENSITY(INCH/HOUR) = 2.600 Su:- CLASSIFICATION IS "A" COERCIAL SuBAREA LOSS RATE, Fm(INCH/HR) = .0970 SwBHREi:i A-iEA(ACRES> = 1.26 SUBAREA RUNOFF(CFS> = 2.84 EFFECTIvE AREA(ACRES) = 5.04 AVERAGED Fm(TNCH/HR> = .332 TOTA- AREA(ACRES) = 5.04 PEAK FLOW RATE(CFS) = 10.29 END OF SUBAREA STREETFLOW HYDRAULICS: DE = .72 HALFSTREET FLOODWIDTH(FEET) = 3.23 FLOW VELOCITY(FEET/SEC.> = 6.51 DEPTH*VELOCITY = 4.65 **************************************************************************** FLOW PROCESS FROM NODE 16.10 TO NODE 16.10 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<( __________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.45 RAINFALL INTENSITY (INCH./HOUR) = 2.60 EFFECTIVE STREAM AREA(ACRES) = 5.04 TOTAL STREAN AREA(ACRES) = 5.04 P FLOW RATE(CFS) AT CONFLUENCE = 10.29 **************************************************************************** FLOW FROm NODE 3l7.e0 TO NODE 16.10 IS CODE = 2 INITIAL SUBAREA ANALYSIS<<<<< ------------------------------------ __ ______________ SINGLE FAMI,_Y RESIDENTIAL -> 5-7 DWELLINGB/HCHE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 IkITIAL SUBAREA FLOW-LENGTH = 1000.00 jPSTREAo ELEVATION = 1281.00 DOWNSTREPM ELEVATION = 1270.00 E-EVATION DIFFERENCE = 11.00 - C = .369*[( i000.00** 3.00)/( 11.00)]** .20 = 15.194 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.626 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SuBAREA RuNOFF(CFS) = 6.55 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 6.55 **************************************************************************** FLOW PROCESS FROM NODE 16.10 TO NODE 16.10 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES} = 15.19 RAINFALL INTENSITY (INCH./HOUR) = 2.63 TOTAL STREAM AREA(ACRES) = 3.40 n� PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.55 **************************************************************************** m� FLOW PROCESS FROM NODE 3l7.30 TO NODE 16.10 IS CODE = 2 ' _____-________-_____________________________-_______________________________ >>>>>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 = 1000.00 UPSTREAM ELEVATION = 1281.00 �w DOWNSTREAM ELEVATION = 1270.00 ELEVATION DIFFERENCE = 11.00 TO = .389*[( 1000.00** 3.00)/( 11.00)]** .20 = 15.194 w� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.626 � SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 3.47 m� TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 3.47 ` FLOW PROCESS FROM NODE 16.10 TO NODE 16.10 IS CODE = 1 ____________________________________________________________________________ im >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(<(( >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: po TIME OF CONCENTRATION(MINUTES) = 15.19 RAINFALL INTENSITY (INCH ./HOUR) � 63 . = . ` EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: op PEAK FLOW RATE(CFS) = 20.26 TIME(MINUTES) = 15.194 EFFECTIVE AREA(ACRES) = 10.16 ''. TOTAL AREA(ACRES) = 10.24 FLOW PROCESS FROM NODE 16.10 TO NODE 315.069 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -------------- CONFLUENCE INFORMATION: � STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER ______________________________________________________________ RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) wo 1 10.29 15.45 2.600 .33 5.04 2 6.55 15.19 2.626 .49 3.40 m� 3 3.47 15.19 2.626 .49 1.80 ow RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: N� STREAM CONFLUENCE EFFECTIVE NUMBER _____________________________________________ Q(CFS> AREA(ACRES) 1 2@.19 10.24 r 2 20.26 10 16 . 3 20.26 10.16 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: op PEAK FLOW RATE(CFS) = 20.26 TIME(MINUTES) = 15.194 EFFECTIVE AREA(ACRES) = 10.16 ''. TOTAL AREA(ACRES) = 10.24 FLOW PROCESS FROM NODE 16.10 TO NODE 315.069 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -------------- I 4 p I I I 1-3 o ► tj I I I 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineerinci Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: an HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * EAST VILLAGE HYDROLOGY, LATERAL M, FROM LINE L JCT 1 "'Q 100 YR ,g VENKI.N, JN 3810 -020, 10/6/88 WN ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** id TI E /DATE�OF�STUDY: 17: 6 10/ 6/1988 ON USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL * -- Z 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) _ .980 j#100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4700 _,OPE OF INTENSITY DURATION CURVE _ .6000 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1-9 FLOW PROCESS FROM NODE 300.20 TO NODE 195.10 IS CODE = 2 ---------------------------------------------------------------------- - - - - -- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE i TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000. UPSTREAM ELEVATION = 1286.00 DOWNSTREAM ELEVATION = 1274.00 ELEVATION DIFFERENCE = 12.00 biTC = .389 *[( 1000.00 ** 3.00)/( 12.00)] ** .20 = 14.932 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.386 F CLASSIFICATION IS " A " liRESIDENTIAL-> 5- 7-DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 13.06 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 13.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS - FROM NODE -- 195_ TO NODE - -- 300_ IS CODE = 6 >>>COMPUTE STREETFLOW TRAVELTIE THRU SUBAREA« «< PSTREAM ELEVATION = 1274.00 TREET LENGTH(FEET) = 1300.00 TREET HALFWIDTH(FEET) = 18.00 DOWNSTREAM ELEVATION = 1265.20 CURB HEIGTH(INCHES) = 6. "a iw DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 #M INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .225 ib "�ECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.22 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(_FEET) = 1.05 HALFSTREET FLOODWIDTH(FEET) = 5.47 rr► AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.29 PRODUCT OF DEPTH &VELOCITY = 5.55 pm STREETFLOW TRAVELTIME (MIN) = 4.10 TC (MIN) = 19.03 40 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.928 SOIL CLASSIFICATION IS " A " PP RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 3.78 SUBAREA RUNOFF(CFS) = 8.31 EFFECTIVE AREA(ACRES) = 8.78 C. 8 * AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) = 8.78 PEAK FLOW RATE(CFS) = 2L_242 6 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.10 HALFSTREET FLOODWIDTH(FEET) = 5.68 FLOW VELOCITY(FEET /SEC.) = 5.48 DEPTH *VELOCITY_= 6.02 ALONG L04COLN, 4, 0 -0052 ITT -"' t & = 622 -61 C oo yK� ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 Jh(.__.-' INDEPENDENT STREAM FOR CONFLUENCE« «< 10 CONFLUENCE VALUES USED FOR INDEPENDENT - STREAM 1 ARE: iho TIME OF CONCENTRATION(MINUTES) = 19.03 RAINFALL INTENSITY (INCH. /HOUR) = 2.93 EFFECTIVE STREAM AREA(ACRES) = 8.78 TOTAL STREAM AREA(ACRES) = 8.78 jp PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.30 ikFLOW PROCESS FROM NODE 300.30 TO NODE 300.31 IS CODE = 2 ---------------------------------------------------------------------------- »» >RATIONAL METHOD - INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS ACRE !!ETC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 980.00 UPSTREAM ELEVATION = 1290.50 , DOWNSTREAM ELEVATION = 1277.20 ELEVATION DIFFERENCE = 13.30 TC = .389 *[( 980.00 ** 3.00)/( 13.30)] ** .20 = 14.452 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.454 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 7 BAREA RUNOFF(CFS) = 11.22 `-._JTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 11.22 0! FLOW PROCESS FROM NODE 300.31 TO NODE 300.00 IS CODE = 6 ilr PON ---------------------------------------------------------------------------- » »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «< Ai UPSTREAM ELEVATION = 1277.20 DOWNSTREAM ELEVATION = 1265.20 " LENGTH(FEET) = 680.00 CURB HEIGTH(INCHES) = 6. 2REET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .240 OUTSIDE STREET CROSSFALL(DECIMAL) _ .225 go SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 15.61 STREETFLOW MODEL RESULTS: - NOTE: STREETFLOW EXCEEDS TOP OF CURB. r�o THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) _ .83 dw HALFSTREET FLOODWIDTH(FEET) = 4.49 Y AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.25 PRODUCT OF DEPTH &VELOCITY = 6.01 STREETFLOW TRAVELTIME(MIN) = 1.56 TC(MIN) = 16.01 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.247 SOIL CLASSIFICATION IS " A " : RESIDENTIAL-> 5 -7 DWELLINGS /ACRE SUBAREA LASS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 3.53 SUBAREA RUNOFF(CFS) = 8.78 EFFECTIVE AREA(ACRES) = 7.73 C.8 1 aoo - s AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) = 7.73 PEAK FLAW RATE(CFS) = 19.22 1D OF SUBAREA STREETFLOW HYDRAULICS: .BPTH(FEET) _ .89 HALFSTREET FLOODWIDTH(FEET) = 4.77 FLAW VELOCITY(FEET /SEC.) = 7.85 DEPTH *VELOCITY = 7.00 '�" f�LCiNG �-I► -t Cv�N �-��� A , 0 . ��� - faj �� : 622.6 FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 in • -------------------------------------------------------------------------- 4w » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.01 _ RAINFALL, INTENSITY (INCH. /HOUR) = 3.25 INEFFECTIVE STREAM AREA(ACRES) = 7.73 ,TOTAL STREAM AREA(ACRES) = 7.73 PEAK FLAW RATE(CFS) AT CONFLUENCE = 19.22 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------- --------------------------- - - - - -- 1 19.30 19.03 2.928 .49 8.78 2 19.22 16.01 3.247 .49 7.73 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. IMMARY RESULTS : `., -BREAM CONFLUENCE EFFECTIVE fl, NUMBER Q(CFS) AREA(ACRES) •------------------------------------------- 1 36.30 16.51 ON 2 37.58 15.12 6 be COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.58 TIME(MINUTES) = 16.015 EFFECTIVE AREA(ACRES) = 15.12 TOTAL AREA(ACRES) = 16.51 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE ' 311.00 IS CODE = 3 ---------------------------------------------------------------------------- !0 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< » » >USING COM - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.6 iW UPSTREAM NODE ELEVATION = 1265.20 DOWNSTREAM NODE ELEVATION = 1260.80 for FLOWLENGTH(FEET) = 560.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.58 TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 17.10 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 --------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF C 1 6 RAINFALLINTENSITY = 17 3112 EFFECTIVE STREAM AREA(ACRES) = 15.12 1p TOTAL STREAM AREA(ACRES) = 16.51 g,.--.AK FLOW RATE(CFS) AT CONFLUENCE = 37.58 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 60FLOW PROCESS FROM NODE 310.20 TO NODE 310.21 IS CODE = 2 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< - -- - - - - -- - - -- i DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE roTC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 830.00 W UPSTREAM ELEVATION = 1276.50 DOWNSTREAM ELEVATION = 1265.65 PR ELEVATION DIFFERENCE = 10.85 TC = .389 *[( 830.00 ** 3.00) /( 10.85)] * *. .20 = 13.624 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.578 SOIL CLASSIFICATION IS " A " Mw RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 14.06 TOTAL AREA(ACRES) = 5.05 PEAK FLOW RATE(CFS) = 14.06 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.21 TO NODE 311.00 IS CODE = 6 » »> COMPUTE STREETFLOW TRAVELTIME - THRU - SUBAREA < < < < < - -- -------- - - - - -- �­:_2STREAM ELEVATION = 1265.65 DOWNSTREAM ELEVATION = 1260.80 V STREET LENGTH(FEET) = 520.00 CURB HEIGTH(INCHES) = 8. JW STREET HALFWIDTH(FEET) = 20.00 ,,DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 r OUTSIDE STREET CROSSFALL(DECIMAL) = .260 W SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 - * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.86 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION !fir THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .90 HALFSTREET FLOODWIDTH(FEET) = 4.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.77 iI PRODUCT OF DEPTH &VELOCITY = 5.19 STREETFLOW TRAVELTIME(MIN) = 1.50 TC(MIN) = 15.13 to lil 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.360 "SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = .55 SUBAREA RUNOFF(CFS) = 1.62 EFFECTIVE AREA(ACRES) = 5.60 M O AVERAGED Fm(INCH /HR) _ .447 TOTAL AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) = 14.68 ; END OF SUBAREA STREETFLOW HYDRAULICS: ====_ DEPTH(FEET) = .90 HALFSTREET FLOODWIDTH(FEET) = 4.70 FLOW VELOCITY(FEET /SEC.).= 5.70 DEPTH *VELOCITY = 5.13 40 ALO 0052 hT 7 k4 FLOW PROCESS FROM NODE 311.00 TO NODE ` 311.00 IS CODE = 1 `` >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.13 j INTENSITY (INCH. /HOUR) = 3.36 EFFECTIVE STREAM AREA(ACRES) = 5.60 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.68 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.10 TO NODE 311.00 IS CODE = 2 -------------------------------------------------------------------------- »» >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 = 600.00 .UPSTREAM ELEVATION = 1274.00 DOWNSTREAM ELEVATION = 1260.50 ioll ELEVATION DIFFERENCE = 13.50 TC = .389 *[( 600.00 ** 3.00)/( 13.50)] ** .20 = 10.734 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.128 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 10.16 )TAL - AREA (ACRES) = 3.10 PEAK FLOW RATE(CFS) = 10.1 C. $ M O I- `� A2 -©t yo oy 6 C 1-/Y /�� °° 52 t R�w /s'lL = 6 27�-61 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 a ,-------------------------------------------------------------------- - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< °CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 10.73 �INFALL INTENSITY (INCH. /HOUR) = 4.13 ZFECTIVE STREAM AREA(ACRES) = 3.10 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.16 FLOW PROCESS FROM NODE 310.30 TO NODE 310.23 IS CODE= 2 --------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE ON TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 830.00 UPSTREAM ELEVATION = 1276.50 P DOWNSTREAM ELEVATION 1266.30 j ELEVATION DIFFERENCE = 10.20 TC = .389 *[( 830.00 ** 3.00)/( 10.20)] ** .20 = 13.794 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.551 :SOIL CLASSIFICATION IS " A " I+RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 14.32 m m TOTAL AREA(ACRES) = 5.19 PEAK FLOW RATE(CFS) = 14.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** P.FLOW PROCESS FROM NODE ' 310.23 TO NODE 311.00 IS CODE = 6 ----------------------------- ----------------------------------------- -- :i» >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< ""UPSTREAM ELEVATION = 1266.30 DOWNSTREAM ELEVATION = 1260.80 6 STREET LENGTH(FEET) = 520.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 0- DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14:92 STREETFLOW MODEL RESULTS: to NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION to THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. IN STREET FLOWDEPTH(FEET) = .87 HALFSTREET FLOODWIDTH(FEET) = 4.60 MR AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.06 PRODUCT OF DEPTH &VELOCITY = 5.30 ib STREETFLOW TRAVELTIME(MIN) = 1.43 TC(MIN) = 15.22 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.347 SOIL CLASSIFICATION IS " A " - r. )MMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 JBAREA AREA(ACRES) = .41 SUBAREA RUNOFF(CFS) _ !EFFECTIVE AREA(ACRES) = 5.60 W AVERAGED Fm(INCH /HR) _ .457 TOTAL AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) _ v .END OF SUBAREA STREETFLOW HYDRAULICS: - LJONG p - "Nr -Lll**) (9f 126- N w 1..20 �1 DEPTH(FEET) _ .86 HALFSTREET FLOODWIDTH(FEET) = 4.55 jp FLOW VELOCITY(FEET /SEC.) = 6.05 DEPTH *VELOCITY = 5.22 f*_ -.jOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 ---------------------------- ------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ------------------------ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MINUTES) = 15.22 RAINFALL INTENSITY (INCH. /HOUR) = 3.35 :EFFECTIVE STREAM AREA(ACRES) = 5.60 _ TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.57 FLOW PROCESS FROM NODE 311.00 TO NODE 315.02 IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< " » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1260.80 DOWNSTREAM NODE ELEVATION = 1256.53 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 73.50 TRAVEL TIME(MIN.) = 1.03 TC(MIN.) = 16.16 ox SOW PROCESS FROM NODE 315.02 TO NODE 315.02 IS CODE = 1 ------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: po TIME OF CONCENTRATION(MINUTES) 16.16 w CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER, RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) �------------------- - - - - -- ---------------------------------- ii 1 37.58 17.10 3.122 .49 15.12 2 14.68 15.13 3.360 .45 5.60 3 10.16 10.73 4.128 .49 3.10 4 14.57 15.22 3.347 .46 5.60 RAINFALL INTENSITY AND.TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. SUMMARY RESULTS: W STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) wr------------------------------------- 1 71.85 29.42 = 2 73.50 27.64 3 68.97 20.51 4 73.49 27.76 jW COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.50 TIME(MINUTES) = 15.126 EFFECTIVE AREA(ACRES) = 27.64 TOTAL AREA(ACRES) = 30.81 4w FLOW PROCESS FROM NODE 311.00 TO NODE 315.02 IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< " » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1260.80 DOWNSTREAM NODE ELEVATION = 1256.53 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 73.50 TRAVEL TIME(MIN.) = 1.03 TC(MIN.) = 16.16 ox SOW PROCESS FROM NODE 315.02 TO NODE 315.02 IS CODE = 1 ------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: po TIME OF CONCENTRATION(MINUTES) 16.16 w p RAINFALL INTENSITY (INCH. /HOUR) = 3.23 EFFECTIVE STREAM AREA(ACRES) = 27.64 TOTAL STREAM AREA(ACRES) = 30.81 46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 73.50 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 315.10 TO NODE 315.01 IS CODE = 2 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 4 INITIAL SUBAREA FLOW - LENGTH = 850.00 UPSTREAM ELEVATION = 1270.20 p% DOWNSTREAM ELEVATION = 1258.07 ELEVATION DIFFERENCE = 12.13 64 TC = .389 *[( 850.00 ** 3.00)/( 12.13)] ** .20 = 13.515 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.595_ 1,R SOIL CLASSIFICATION IS " A' " RESIDENTIAL - >.5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 16.68 _ ON TOTAL AREA(ACRES) = 5.96 PEAK FLOW RATE(CFS) = 16.68 ,"FLOW PROCESS FROM NODE 315.01 TO NODE 315.02 IS CODE = 6 iW » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««< _-= c= x= xxxxxxxxxaax xxxxxxxxxxxxxxxxxxM= xxx ----- xxxxex== xxxxxxx�== xxxxxx UPSTREAM ELEVATION = 1258.07 DOWNSTREAM ELEVATION = 1256.53 "REET LENGTH(FEET) = 240.00 CURB HEIGTH(INCHES) = S. !__TREET HALFWIDTH(FEET) = 20.00 #"DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = '12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 "SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 to _ _ * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 16.68 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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. o , STREET FLOWDEPTH(FEET) = 1.02 HALFSTREET FLOODWIDTH(FEET) = 5.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.25 ft PRODUCT OF DEPTH &VELOCITY = 5.36 ;OSTREETFLOW TRAVELTIME(MIN) = .76 TC(MIN) = 14.28 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3:479 A�N`si SOIL CLASSIFICATION IS "A" _ M302- COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 C" SUBAREA AREA(ACRES) _ .00 SUBAREA RUNOFF(CFS) _ .00 ;EV FECTIVE F AREA(ACRES) = 5.96 ERAGED Fm(INCH /HR) _ .485 �TAL AREA(ACRES) = 5.96 PEAK FLOW RATE(CFS) = 16.68 :..AD OF SUBAREA STREETFLOW HYDRAULICS: ADEPTH(FEET) = 1.02 HALFSTREET FLOODWIDTH(FEET) = 5.16 NjFLOW VELOCITY(FEET /SEC.) = 5.25 DEPTH *VELOCITY = 5.36 �. pnBJ ,, plN= 6'2Z- 6/ U. �y I S p ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 315.02 TO NODE 315.02 IS CODE = 1 ------------------------------------------------------------------- - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< Of JNFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.28 RAINFALL INTENSITY (INCH. /HOUR) = 3.48 EFFECTIVE STREAM AREA(ACRES) = 5.96 ORTOTAL STREAM AREA(ACRES) = 5.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.68 40 FLOW PROCESS FROM NODE 315.12 TO NODE 315.02 IS CODE = 2 ---------------------------------------------------------------------- - - - - -- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------- ------------------------------------ - - - - -- -------------------------------------------------------- 10 DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE ,P*TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 790.00 UPSTREAM ELEVATION = 1269.60 DOWNSTREAM ELEVATION = 1256.53 ELEVATION DIFFERENCE = 13.07 Jw TC = .389 *[( 790.00 ** 3.00)/( 13.07)] ** .20 = 12.743 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.724 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 W SUBAREA RUNOFF(CFS) = 11.95 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 11 .95 '""- I�L.oNG LI N Co�►� 8 �# M 303 _...'' kk* �k�k�k* �k* �k�r�kakakak�k�t* �kak�kak�k�k* ilr* akakak�kakak�k�k�k�k�k�r�k�ktk�kakak�k�ktk�k** akde* �k�k�k�k�k�k�kakak�kakAttkaktkak�k�k�k FLOW PROCESS FROM NODE 315.02 TO NODE 315.02 IS CODE = 1 -------------------------------------------------------------------------- jW »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< `CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 12.74 RAINFALL INTENSITY (INCH. /HOUR) = 3.72 ..EFFECTIVE STREAM AREA(ACRES) = 4.10 : TOTAL STREAM AREA(ACRES) = 4.10 wPEAK FLOW RATE(CFS) AT CONFLUENCE = 11.95 IN CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 73.50 16.16 3.230 .47 27.64 2 16.68 14.28 3.479 .49 5.96 3 11.95 12.74 3.724 .49 4.10 Im RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: +pj STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) _ 1 98.92 0 2 98.54 10 3 96.42 COMPUTED CONFLUENCE W PEAK FLOW RATE(CFS) 37.70 34.48 31.22 ESTIMATES ARE = 98.92 AS FOLLOWS: TIME(MINUTES) = 16.155 .w w iw EFFECTIVE AREA(ACRES) = 37.70 sw TOTAL AREA(ACRES) = 40.87 1111 ' Awt ,jOW PROCESS FROM NODE 315.02 TO NODE 315.00 IS CODE = 3 --------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< jM DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.3 UPSTREAM NODE ELEVATION = 1256.53 DOWNSTREAM NODE ELEVATION = 1255.50 FLOWLENGTH(FEET) = 260.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 51.00 A PIPEFLOW THRU SUBAREA(CFS) = 98.92 sm TRAVEL TIME(MIN.) = .52 TC(MIN.) N = .013 NUMBER OF PIPES = = 16.68 El io FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CO = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< iW CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.68 0 RAINFALL INTENSITY (INCH. /HOUR) = 3.17 EFFECTIVE STREAM AREA(ACRES) = 37.70 60 TOTAL STREAM AREA(ACRES) = 40.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.92 w FLOW PROCESS FROM NODE 315.13 TO NODE 315.00 IS CODE = 2 ok ------------------------- - ------------------------------------------------- 1r » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< „DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE iw TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 560.00 #% UPSTREAM ELEVATION = 1265.50 DOWNSTREAM ELEVATION = 1255.50 *W ELEVATION DIFFERENCE = ZD:00 TC = .389 *[( 560.Q0 ** 3.00)/( 10.00)] ** .20 = 10.936 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.082 IM SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 8.42 TOTAL AREA(ACRES) = 2.60 . PEAK FLOW RATE(CFS) = 1 i" C . �.30g. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 1 WL -------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2- ARE: 7ME OF CONCENTRATION(MINUTES) = 10.94 - AINFALL INTENSITY (INCH. /HOUR) = 4.08 '_ EFFECTIVE STREAM AREA(ACRES) = 2.60 iii TOTAL STREAM AREA(ACRES) ;- 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.42 no FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 7 -------------------------------------------------------------------------- '"» »USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.98 RAIN INTENSITY(INCH /HOUR) = 3.14 EFFECTIVE AREA(ACRES) = 11.11 O TOTAL AREA(ACRES) = 11.13 PEAK FLOW RATE(CFS) = 27.51 4W AVERAGED LOSS RATE, FM(IN /HR) _ .390 �,/ TO T A L- CO N FLl1E N CGS Q 33 -7/ C FS C- 5 - -t 3` 'd 1iWFLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 1 ---------------------------------------------------------------------------- vr » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: ON TIME OF CONCENTRATION(MINUTES) = 16.98 RAINFALL INTENSITY (INCH. /HOUR) = 3.14 EFFECTIVE STREAM AREA(ACRES) = 11.11 TOTAL STREAM AREA(ACRES) = 11.13 '"PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.51 1w CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------ - - - - -- 1 98.92 16.68 ow 2 8.42 10.94 3 27.51 16.98 3.169 .48 - 37.70 4.082 .49 2.60 3.135 .39 11.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO !"CONFLUENCE FORMULA USED FOR 3 STREAMS. vw SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE pm NUMBER Q(CFS)- AREA(ACRES) ------------------------------------------- iw 1 132.56 51.21 2 119.11 34.48 3 131.38 51.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: "PEAK FLOW RATE(CFS) = 132.56 TIME(MINUTES) = 16.677 EFFECTIVE AREA(ACRES) = 51.21 ONTOTAL AREA(ACRES) = 54.60 0 "FLOW PROCESS FROM NODE 315.00 TO NODE 326.10 IS CODE = 3 -g----------------------------------------------------- --------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< WDEPTH OF FLOW IN 45.0 INCH PIPE IS 32.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 15.3 UPSTREAM NODE ELEVATION = 1255.50 DOWNSTREAM NODE ELEVATION = 1236.10 OWLENGTH(FEET) = 1200.00 MANNINGS <."TIMATED PIPE DIAMETER(INCH) = 45.00 PPIPEFLOW THRU SUBAREA(CFS) = 132.56 WTRAVEL TIME(MIN.) = 1.31 TC(MIN.) N = .013 NUMBER OF PIPES = = 17.98 1 ii po ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** wt FLOW PROCESS FROM -NODE 326.10 TO NODE 326.10 IS CODE = 1 bl » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ! �- .JNFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: �j TIME OF CONCENTRATION(MINUTES) = 17.98 RAINFALL INTENSITY (INCH. /HOUR) = 3.03 EFFECTIVE STREAM AREA(ACRES) = 51.21 TOTAL STREAM AREA(ACRES) = 54.60 +WriPEAK FLOW RATE(CFS) AT CONFLUENCE = 132.56 *PFLOW PROCESS FROM NODE 322.10 TO NODE 315.00 IS CODE = 2 ---------------------------------------------------------------------------- o% » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< "'.DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE 0 = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 jW INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1260.91 DOWNSTREAM ELEVATION = 1255.50 ELEVATION DIFFERENCE = 5.41 iW TC = .389 *[( 1000.00 ** 3.00)/( 5.41)] ** .20 = 17.511 100-YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.078 Nq SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 IN SUBAREA RUNOFF(CFS) = 13.37 TOTAL AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) = 13.37 0■ FLOW PROCESS FROM NODE 315.00 TO NODE 326.10 IS CODE = 6 -------------------------------------------------------------------- - - - - -- tw » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 1255.50 DOWNSTREAM ELEVATION = 1236.10 STREET LENGTH(FEET) = 1210.00 CURB HEIGTH(INCHES) = 8. ON STREET HALFWIDTH(FEET) = 20.00 e*DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .240 it OUTSIDE STREET CROSSFALL(DECIMAL) _ .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.97 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. illr THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) _ .80 HALFSTREET FLOODWIDTH(FEET) = 4.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.01 PRODUCT OF DEPTH &VELOCITY = 5.62 STREETFLOW TRAVELTIME(MIN) = 2.88 TC(MIN) = 20.39 '= i00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.809 ON SOIL CLASSIFICATION IS " A " W COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 3.20 "„EFFECTIVE AREA(ACRES) = 7.04 AVERAGED Fm(INCH /HR) _ .413 TOTAL AREA(ACRES) = 7.04 PEAK FLOW RATE(CFS) = 1 5.18 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .80 HALFSTREET FLOODWIDTH(FEET) = 4.32 -�T,OW VELOCITY(FEET /SEC.) = 7.11 DEPTH *VELOCITY = 5.70 M30-5 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 326.10 -TO NODE 326.10 IS CODE = 1 --------------------------------------------------------------------------- jh » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 20.39 RAINFALL INTENSITY (INCH. /HOUR) = 2.81 EFFECTIVE STREAM AREA(ACRES) = 7.04 TOTAL STREAM AREA(ACRES) = 7.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.18 M CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- OR 1 132.56 17.98 3.029 .46 51.21 by 2 15.18 20.39 2.809 .41 7.04 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO r. CONFLUENCE FORMULA USED FOR 2 STREAMS. - 46 SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE pq,NUMBER Q(CFS) AREA(ACRES) - ----------------------------- ------------- �i_ . 1 147.18 57.42 2 136.41 58.25 JR. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Vj PEAK FLOW RATE(CFS) = 147.18 TIME(MINUTES) = 17.982 EFFECTIVE AREA(ACRES) = 57.42 W TOTAL AREA(ACRES) = 61.64 AR FLOW PROCESS FROM NODE 326.10 TO NODE 326.10 IS CODE = 1 iW »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< WCONF 1 ARE: RAINFALL INTENSITY (INCH. /HOUR) = 3.03 EFFECTIVE STREAM AREA(ACRES) = 57.42 ON TOTAL AREA(ACRES) = 61.64 kj PEAK FLOW RATE(CFS) AT CONFLUENCE = 147.18 W FLOW PROCESS FROM NODE 325.00 TO NODE 325.10 IS CODE = 2 ------------------------------------------------------------ jp » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< 'VELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE P TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 500.00 UPSTREAM ELEVATION = 1259.00 ,.DOWNSTREAM ELEVATION = 1251.00 nir ELEVATION DIFFERENCE = 8.00 TC = .412 *[( 500.00 ** 3.00)/( 8.00)] ** .20 = 11.315 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4,000 SOIL CLASSIFICATION IS " A " =''SIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 1BAREA RUNOFF(CFS) = 21.53 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 21.53 Jg FLOW PROCESS FROM NODE 325.10 TO NODE 326.10 IS CODE = 3 IN » >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< , » » >USING COMPUTER - ESTIMATED PIPESIZE ( P RESSURE FLOW) ««< aw FLOW PROCESS FROM NODE 326.00 TO NODE 326.10 IS CODE = 8 ---------------------------------------------------------------------------- �" » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.891 p,SOIL CLASSIFICATION IS "A" SIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 i(.:JBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) 20.25 EFFECTIVE AREA(ACRES) = 13.80 4!- 1 _ 2- 9p-0 . IN AVERAGED Fm ( INCH /HR) _ .582 T3. go jw TOTAL AREA(ACRES) = 13.80 A _ 3 TC(MIN)) = RATE(CFS) PK"s .104Te E. corA Tu nQ 441- y 4 T 1 4--3c-AS Fop- A- a 4c wry Fp �. 6 30 5. sc Z"0'4 C> iw }******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Om FLOW PROCESS FROM NODE 326.10 TO NODE 326.10 IS CODE = 1 --------------------------------------------------------------------------- lw » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.84 RAINFALL INTENSITY (INCH. /HOUR) = 3.89 INEFFECTIVE STREAM AREA(ACRES) = 13.80 TOTAL STREAM AREA(ACRES) = 13.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.10 PI CONFLUENCE INFORMATION: i STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------------ 1 147.18 17.98 3.029 .45 57.42 2 41.10 11.84 3.891 .58 13.80 ANO RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO JJ CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: ,,,,STREAM CONFLUENCE EFFECTIVE r DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES !m PIPEFLOW VELOCITY(FEET /SEC.) = 13.2 UPSTREAM NODE ELEVATION = 1251.00 DOWNSTREAM NODE ELEVATION = 1236.10 FLOWLENGTH(FEET) = 420.00 MANNINGS N = .013 !N ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 JW PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .53 21.53 TC(MIN.) = 11.84 aw FLOW PROCESS FROM NODE 326.00 TO NODE 326.10 IS CODE = 8 ---------------------------------------------------------------------------- �" » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.891 p,SOIL CLASSIFICATION IS "A" SIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 i(.:JBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) 20.25 EFFECTIVE AREA(ACRES) = 13.80 4!- 1 _ 2- 9p-0 . IN AVERAGED Fm ( INCH /HR) _ .582 T3. go jw TOTAL AREA(ACRES) = 13.80 A _ 3 TC(MIN)) = RATE(CFS) PK"s .104Te E. corA Tu nQ 441- y 4 T 1 4--3c-AS Fop- A- a 4c wry Fp �. 6 30 5. sc Z"0'4 C> iw }******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Om FLOW PROCESS FROM NODE 326.10 TO NODE 326.10 IS CODE = 1 --------------------------------------------------------------------------- lw » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.84 RAINFALL INTENSITY (INCH. /HOUR) = 3.89 INEFFECTIVE STREAM AREA(ACRES) = 13.80 TOTAL STREAM AREA(ACRES) = 13.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.10 PI CONFLUENCE INFORMATION: i STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------------ 1 147.18 17.98 3.029 .45 57.42 2 41.10 11.84 3.891 .58 13.80 ANO RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO JJ CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: ,,,,STREAM CONFLUENCE EFFECTIVE r i NUMBER Q(CFS) AREA(ACRES) or ------------------------------------------- 1 177.57 71.22 IN 2 170.49 51.62 , ­­IMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: p ,_ .;AK FLOW RATE(CFS) = 177.57 TIME(MINUTES) = 17.982 EFFECTIVE AREA(ACRES) = 71.22 TOTAL AREA(ACRES) = 75.44 FLOW PROCESS FROM NODE 326.10 TO NODE 330.00 IS CODE = 3 F >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««< * »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLAW) « «< DEPTH OF FLAW IN 57.0 INCH PIPE IS 43.9 INCHES F." PIPEFLOW C N UPSTREAM ODEEL ELEVATION EVATION1236.10� DOWNSTREAM NODE ELEVATION = 1234.50 pm FLOWLENGTH(FEET) = 220.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 57.00 PIPEFLOW THRU SUBAREA(CFS) 177.57 TRAVEL TIME(MIN.) _ .30 TC(MIN.) N = .013 NUMBER OF PIPES = = 18.28 F1 irr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,,,FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 --------------------------------------------------------------------- - - - - -- 4w » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< po VALUES USED FOR INDEPENDENT STREAM 1 ARE: 'ME OF CONCENTRATION(MINUTES) = 18.28 iw- ,r1INFALL INTENSITY (INCH. /HOUR) = 3.00 EFFECTIVE STREAM AREA(ACRES) = 71.22 TOTAL STREAM AREA(ACRES) = 75.44 %, PEAK FLOW RATE(CFS) AT CONFLUENCE = 177.57 jk# FLOW PROCESS FROM NODE 330.20 TO NODE 330.00 IS CODE = 2 p% » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< iN DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE Iq TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1253.20 DOWNSTREAM ELEVATION = 1234.50 "P! ELEVATION DIFFERENCE = 18.70 jW TC = .389 *[( 1000.00 ** 3.00)/( 18.70)] ** .20 = 13.664 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.572 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, FM(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 7.22 - TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 7.22 c. 8. ►306 ` PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 . -------------------------------------------------------------------------- j »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ..CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: r. L 0i TIME OF CONCENTRATION(MINUTES) = 13.66 C" RAINFALL INTENSITY (INCH. /HOUR) = 3.57 EFFECTIVE STREAM AREA(ACRES) = 2.60 _�TOTAL STREAM AREA(ACRES) = 2.60 "''%AK FLOW RATE(CFS) AT CONFLUENCE = 7.22 FLOW PROCESS FROM NODE 330.10 TO NODE 330.00 IS CODE = 2 ft-------------------------------------------------------------------------- Il » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE 1 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 750.00 o" UPSTREAM ELEVATION = 1243.10 DOWNSTREAM ELEVATION = 1234.50 iii ELEVATION DIFFERENCE = 8.60 TC = .389 *[( 750.00 ** 3.00)/( 8.60)] ** .20 = 13.430 ON 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.609 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNO.FF(CFS) = 5.62 '!" AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 5.62 No 14 Bob ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** P FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE= 1 iw --------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< !. •- )NFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 60 ,yIME OF CONCENTRATION(MINUTES) = 13.43 RAINFALL INTENSITY (INCH. /HOUR) = 3.61 '" EFFECTIVE STREAM AREA(ACRES) = 2.00 iw TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.62 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 340.21 TO NODE 340.02 IS CODE = 2 -------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALY « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 630.00 UPSTREAM ELEVATION = 1253.20 "!DOWNSTREAM ELEVATION = 1243.75 JJ ELEVATION DIFFERENCE = 9.45 TC = .389 *[( 630.00 ** 3.00)/( 9.45)] ** .20 = 11.870 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.886 ;SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 4.84 qj TOTAL AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) = 4.84 IP FLOW PROCESS FROM NODE 340.02 TO NODE 330.00 IS CODE = 6 -------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««< " trr UPSTREAM ELEVATION = 1243.75 DOWNSTREAM ELEVATION = 1234.50 PRSTREET LENGTH(FEET) = 480.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 7STANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 IOA___ :dTERIOR STREET CROSSFALL(DECIMAL) = . 240 OUTSIDE STREET CROSSFALL(DECIMAL) = .225 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.66 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION �M THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 3.29 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.01 PRODUCT OF DEPTH &VELOCITY = 3.37 -STREETFLOW TRAVELTIME(MIN) = 1.33 TC(MIN) = 13.20 `~ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.646 SOIL CLASSIFICATION IS " A " "� RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 60SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 3.64 EFFECTIVE AREA(ACRES) = 2.86 P AVERAGED Fm(INCH /HR) _ .485 ..TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) = 8.14 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) 3.50 ow,FLOW VELOCITY(FEET /SEC.) = 6.41 DEPTH *VELOCITY = 3.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< on CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: aoTIME OF CONCENTRATION(MINUTES) = 13.20 RAINFALL INTENSITY (INCH. /HOUR) = 3.65 ,..EFFECTIVE STREAM AREA(ACRES) = 2.86 TOTAL STREAM AREA(ACRES) = 2.86 I"PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.14 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.30 TO NODE 330.00 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K* [( LENGTH* * 3.00)/(ELEVATION CHANGE) ] * * .20 0;:, 7 2- 2- W INITIAL SUBAREA FLOW- LENGTH = 1000.00 S - 62, e 13 .-d 3 UPSTREAM ELEVATION = 1243.00 /4 0- T DOWNSTREAM ELEVATION = 1234.50 g• 1-1 d2- T� _ rs• 99 ELEVATION DIFFERENCE = 8.50 _ .389 *[( 1000.00 ** 3.00)/( 8.50)] ** .20 = 15.998 ` =- °100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.249 SOIL CLASSIFICATION IS " A " biRESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(ICFS) = 6.17 ,,,,,TOTAL AREA(ACRES) = 2.48 PEAK FLOW RATE(CFS) = 6. 17 -TosA L Co/yrLU£N caD Q _ 26-75CFS ..-- �.8 � M386 PR FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 > » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< fii` >» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MINUTES) = 16.00 STREAM JJ RAINFALL INTENSITY (INCH. /HOUR) = 3.25 EFFECTIVE EFFECTIVE STREAM AREA(ACRES) = 2.48 Q(CFS) TOTAL STREAM AREA(ACRES) = 2.48 ►_ 1 � PEAK FLOW RATE(CFS) AT CONFLUENCE = Im 6.17 CONFLUENCE INFORMATION: 189.45 STREAM PEAK FLOW TIME INTENSITY FM NUMBER RATE(CFS) (MIN.) (INCH /HOUR) ----------------------------------------------- (IN /HR) 1 177.57 18.28 2.999 .48 on 2 7.22 13.66 3.572 .49 io 3 5.62 13.43 3.609 .49 4 8.14 13.20 3.646 .48 5 6.17 16.00 3.249 .49 im 5 ARE EFFECTIVE AREA(ACRES) 71.22 2.60 2.00 2.86 2.48 kw RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER --------------------------------------------- Q(CFS) AREA(ACRES) ►_ 1 200.06 81.16 2 189.45 62..80 3 188.68 61.81 4 187.82 60.80 5 195.52 72.25 jW COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 200.06 TIME(MINUTES) = 18.284 EFFECTIVE AREA(ACRES) = 81.16 TOTAL AREA(ACRES) = 85.38 FLOW PROCESS FROM NODE 330.00 TO NODE 340.00 IS CODE = 3 -------------------------------------------------------------------------- »»> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 0 INCH PIPE IS 37.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 18.8 UPSTREAM NODE ELEVATION = 1234.50 W DOWNSTREAM NODE ELEVATION = 1233.40 FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 200.06 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 18.33 PR ',OW PROCESS FROM NODE. 340.00 TO NODE 340.00 IS CODE = 1 --------------------------------------------------------------------------- 1m »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 'NFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "E OF CONCENTRATION(MINUTES) = 18.33 rrr RAINFALL INTENSITY (INCH. /HOUR) = 2.99 EFFECTIVE STREAM AREA(ACRES) = 81.16 TOTAL STREAM AREA(ACRES) = 85.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 200.06 FLOW PROCESS FROM NODE 340.22 TO NODE 340.22 IS CODE = 2 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE P TC = K *[(LENGTH ** 3 /(ELEVATION CHANGE)] ** .20 (INITIAL SUBAREA FLOW - LENGTH = 850.00 UPSTREAM ELEVATION = 1255.50 p DOWNSTREAM ELEVATION = 1243.75 ELEVATION DIFFERENCE = 11.75 i TC = .389 *[( 850.00 ** 3.00)/( 11.75)] ** .20 = 13.602 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.581 r" SOIL CLASSIFICATION IS " A " 6 RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.60 on TOTAL AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) = 5.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** e" FLOW PROCESS FROM NODE 340.02 TO NODE 340.00 IS CODE = 6 iW »»>COMPUTE S TRAVELTIME THRU SUBAR « «< Im UPSTREAM ELEVATION = 1243.75 DOWNSTREAM ELEVATION = 1233.40 ''REET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 6. rREET HALFWIDTH(FEET) = 18.00 P"DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) .240 OUTSIDE STREET CROSSFALL(DECIMAL) _ .225 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.45 �,.., STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 3.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.14 PRODUCT OF DEPTH &VELOCITY = 3.63 Ji STREETFLOW TRAVELTIME(MIN) = 1.44 TC(MIN) = 15.04 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.372 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 3.43 AVERAGED Fm(INCH /HR) _ .485 )TAL AREA(ACRES) = 3.43 PEAK FLOW RATE(CFS) = __dD OF SUBAREA STREETFLOW HYDRAULICS: kW DEPTH(FEET) _ .64 HALFSTREET FLOODWIDTH(FEET) _ J LOW VELOCITY(FEET /SEC.) = 6.45 DEPTH *VELOCITY = Fm(INCH /HR) _ 3.69 C- 8 8.91 3.64 4.12 .4850 41- M 307 FLOW - PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 1 ------------------------------------------------------------------ W » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ---------------------------------- JNFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.04 RAINFALL INTENSITY (INCH. /HOUR) = 3.37 EFFECTIVE STREAM AREA(ACRES) = 3.43 PITOTAL STREAM AREA(ACRES) = 3.43 ji PEAK FLOW RATE -(CFS) AT CONFLUENCE = 8.91 FLOW PROCESS FROM NODE 340.10 TO NODE 340.00 IS CODE = 2 ---------------------------------------------------------------------------- pq » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE jm TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 R-91 INITIAL SUBAREA FLOW - LENGTH = 1000.00 Q UPSTREAM ELEVATION = 1240.70 DOWNSTREAM ELEVATION = 1233.40 PR ELEVATION DIFFERENCE = 7.30 TC = .389 *[( 1000.00 ** 3.00)/( 7.30)] ** .20 = 16.492 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.190 SOIL CLASSIFICATION IS " A " r RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, FM(INCH /HR) _ .4850 6 SUBAREA RUNOFF(CFS) = 6.94 TOTAL AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) = 6.94 �• 70TAL c ort rwaWZ Q= 15-66M C _ S - * '` Nrl 3 07 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 1 --------------------------------------------------- - - - - -- ---------------- , »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< 'CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 16.49 RAINFALL INTENSITY (INCH. /HOUR) = 3.19 ,,,,EFFECTIVE STREAM AREA(ACRES) = 2.85 TOTAL STREAM AREA(ACRES) = 2.85 iw PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.94 mq, CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) -------------------------------------------------------------- (IN /HR) AREA(ACRES) �"" 1 200.06 18.33 2.995 .48 81.16 2 8.91 15.04 3.372 .49 3.43 3 6.94 16.49 3.190 .48 2.85 "RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE - NUMBER Q(CFS) AREA(ACRES) ­ 1 214.24 87.44 2 204.45 72.63 im 3 209.32 79.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ..PEAK FLOW RATE(CFS) = 214.24 TIME(MINUTES) = 18.329 go EFFECTIVE AREA(ACRES) = 87.44 M TOTAL AREA(ACRES) = 91.66 .,OW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 1 p �_____ ______________ ___ _ __ __-__--___=____ __________-- ___________________ W DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 16.4 UPSTREAM NODE ELEVATION = 1233.40 I*, DOWNSTREAM NODE ELEVATION_= 1230.40 YW'FLOWLENGTH(FEET) = 210.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) 54.00 NUMBER OF PIPES = 1 vw PIPEFLOW THRU SUBAREA(CFS) = 214.24 TRAVEL TIME(MIN.) _ .21 TC(MIN.) = 18.54 ho FLOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 1 » >>>DESIGNATE INDEPENDENT STREAM FOR - CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 18.54 RAINFALL INTENSITY (INCH. /HOUR) = 2.97 C EFFECTIVE STREAM AREA(ACRES) = 87.44 TOTAL STREAM AREA(ACRES) = 91.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 214.24 FLOW PROCESS FROM NODE 350.20 TO NODE 350.12 IS CODE 2 -- -------------------------------------------------------------------------- iy »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ,,,,DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE ANTC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 960.00 UPSTREAM ELEVATION = 1255.50 DOWNSTREAM ELEVATION = 1239.80 ELEVATION DIFFERENCE = 15.70 TC = .389 *[( 960.00 ** 3.00)/( 15.70)] ** .20 = 13.808 P4 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.549 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 wq SUBAREA RUNOFF(CFS) = 8.00 ,TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 8.00 F LOW PROCESS FROM NODE 350.12 TO NODE 341.00 IS CODE = 6 » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< PSTREAM ELEVATION = 1239.80 DOWNSTREAM ELEVATION = 1230.70 "REET LENGTH(FEET) = 555.00 CURB HEIGTH(INCHES) = 8. `_-GREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 ,,,,,OUTSIDE STREET CROSSFALL(DECIMAL) = .325 �I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.93 STREETFLOW MODEL RESULTS: e� NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) _ .68 HALFSTREET FLOODWIDTH(FEET) = 3.48 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.43 PRODUCT OF DEPTH &VELOCITY = 4.36 STREETFLOW TRAVELTIME(MIN) = 1.44 TC(MIN) = 15.25 iv 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.344 $" SOIL CLASSIFICATION IS "A" .,RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.86 EFFECTIVE AREA(ACRES) = 4.40 sw AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 11_.32 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .72 HALFSTREET FLOODWIDTH(FEET) = 3.62 4% FLOW VELOCITY(FEET /SEC.) = 6.64 DEPTH *VELOCITY = 4.81 bi c. a..* " B ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 1 It -------------------------------------------------------------------- - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 3NFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: =_IME OF CONCENTRATION(MINUTES) = 15.25 RAINFALL INTENSITY (INCH. /HOUR) = 3.34 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.32 FLOW PROCESS FROM NODE 350.10 TO NODE 350.11 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE Im jjTC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1240.50 !!DOWNSTREAM ELEVATION = 1232.40 `ELEVATION DIFFERENCE = 8.10 TC = .389 *[( 1000.00 ** 3.00)/( 8.10)] ** .20 = 16.153 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.230 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.81 qpTOTAL AREA(ACRES) = 2.35 PEAK FLOW RATE(CFS) = 5.81 FLOW PROCESS FROM NODE 350.11 TO NODE 341.00 IS CODE = 6 »» >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< no m UPSTREAM ELEVATION = 1232.40 DOWNSTREAM ELEVATION = 1230.70 pA STREET LENGTH(FEET) = 570.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 T_STANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 �� _ Z RIAA,. _ . 4TERIOR STREET CROSSFALL(DECIMAL) = . 240 OUTSIDE STREET CROSSFALL(DECIMAL) = 260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ift * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.64 STREETFLOW MODEL RESULTS: Ok NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION Yr THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. .. STREET FLOWDEPTH(FEET) = .86 HALFSTREET FLOODWIDTH(FEET) = 4.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.17 / h PRODUCT OF DEPTH &VELOCITY = 2.74 VA STREETFLOW TRAVELTIME(MIN) = 2.99 TC(MIN) = 19.15 iw 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.917 SOIL CLASSIFICATION IS " A " OR RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 1.67 SUBAREA RUNOFF(CFS) = 3.66 EFFECTIVE AREA(ACRES) = 4.02 3�8 AVERAGED Fm(INCH /HR) _ .485 #k TOTAL AREA(ACRES) = 4.02 PEAK FLOW RATE(CFS) = 8.80 �-�- END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .91 HALFSTREET FLOODWIDTH(FEET) = 4.74. pwFLOW VELOCITY(FEET /SEC.) = 3.34 DEPTH *VELOCITY = 3.05 J: 1077 CON.FLVEN CED Q . 19- 56 CFS j*FLOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE 1 <•-------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - s » » >AND COMP VARIOUS CONFLUENCED STREAM VALUES « «< - - - - - -- ----- --- - -- 6 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 19.15 ,,RAINFALL INTENSIT (I NCH. /HOUR) = 2.92 ' C EFFECTIVE STREAM AREA(ACRES) RE 4.02 PEAK FLOW RATE(CFS) AT CONFLUENCE _ - 8.80 go CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) •------------------------------------------------------ - - - - -- to 1 214.24 2 11.32 3 8.80 RAINFALL INTENSITY CONFLUENCE FORMULA SUMMARY RESULTS: STREAM CONFLUENCE TMBER Q(CFS) !� 1 232 82 18.54 2.974 .48 87.44 15.25 3.344 .49 4.40 19.15 2.917 .49 4.02 AND TIME OF CONCENTRATION RATIO USED FOR 3 STREAMS. EFFECTIVE AREA(ACRES) 95.73 79.49 95.86 ESTIMATES ARE AS FOLLOWS: 2 221.89 3 227.81 COMPUTED CONFLUENCE 7 PEAK FLOW RATE(CFS) = 232.82 TIME(MINUTES) = 18.543 EFFECTIVE AREA(ACRES) = 95.73 TOTAL AREA(ACRES) = 100.08 FLOW PROCESS FROM NODE 341.00 TO NODE 350.00 I'S CODE = 3 ---------------------------------------------------------------------------- » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 69.0 INCH PIPE IS 50.9 INCHES ImPIPEFLOW VELOCITY(FEET /SEC.) = 11.3 UPSTREAM NODE ELEVATION = 1230.70 DOWNSTREAM NODE ELEVATION = 1230.40 FLOWLENGTH(FEET) = 60.00 MANNINGS N = .013 A"ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 232.82 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 18.63 ww FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 ----------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: pm TIME OF CONCENTRATION(MINUTES) 18.63 RAINFALL INTENSITY (INCH. /HOUR) = 2.97 EFFECTIVE STREAM AREA(ACRES) = 95.73 TOTAL STREAM AREA(ACRES) = 100.08 ",PEAK FLOW RATE(CFS) AT CONFLUENCE = 232.82 FLOW PROCESS FROM NODE 350.21 TO NODE 350.22 IS CODE = 2 -------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE irr TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 sOINITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1261.80 DOWNSTREAM ELEVATION = 1244.30 ELEVATION DIFFERENCE = 17.50 r TC = .389 *[( 1000.00 ** 3.00)/(_ 17.50)] ** .20 = 13.847 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.543 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, FM(INCH /HR) _ .4850 ':SUBAREA RUNOFF(CFS) = 9.61 W TOTAL AREA(ACRES) = 3.49 PEAK FLOW RATE(CFS) = 9.61 0 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 350.22 TO NODE 350.12 IS CODE = 6 ---------------------------------------------------------------------- - - - - -- »» >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««< ?STREAM ELEVATION = 1244.30 DOWNSTREAM ELEVATION = 1238.80 .fREET LENGTH(FEET) = 360.00 CURB.HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 46 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 WrINTERIOR STREET CROSSFALL(DECIMAL) _ .240 L �r OUTSIDE STREET CROSSFALL(DECIMAL) _ .260 o m SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.61 W STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) _ .67 HALFSTREET FLOODWIDTH(FEET) = 3.80 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.04 PRODUCT OF DEPTH &VELOCITY = 4.03 ow STREETFLOW TRAVELTIME(MIN) _ .99 TC(MIN) = 14.84 �. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.399 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) _ .00 SUBAREA RUNOFF(CFS) _ .00 !"EFFECTIVE AREA(ACRES) = 3.49 J AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) = 3.49 PEAK FLOW RATE(CFS) = 9.61 END OF SUBAREA STREETFLOW HYDRAULICS: "DEPTH(FEET) _ .67 HALFSTREET FLOODWIDTH(FEET) = 3.80 FLOW VELOCITY(FEET /SEC.) = 6.04 DEPTH *VELOCITY = 4.03 iN FLOW PROCESS FROM NODE 350.30 TO NODE 350.12 IS CODE 8 ---------------------------------------------------------------------------- w. » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< io -100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.399 SOIL CLASSIFICATION IS " A " PO RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 jW SUBAREA AREA(ACRES) = 8.71 SUBAREA RUNOFF(CFS) = 22.08 EFFECTIVE AREA(ACRES) = 12.20 AVERAGED Fm(INCH /HR) _ .554 �" TOTAL AREA(ACRES) = 12.20 it PEAK FLOW RATE(CFS) = 31.23 TC(MIN) = 14.84 .a FLOW PROCESS FROM NODE 350.12 TO NODE 350.00 IS CODE = 6 •- - - - - - - -- -- - - - -- -- - - -- - - - -- - - - - - -- - - - -- -- - -- - -- - - -- - -- - - -- - - - - - - - - - -- -- - -- mi » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 1238.80 DOWNSTREAM ELEVATION = 1230.40 STREET LENGTH(FEET) = 540.00 CURB HEIGTH(INCHES) = S. MOSTREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .240 OUTSIDE STREET CROSSFALL(DECIMAL) _ .260 W SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 31.71 , _- - STREETFLOW MODEL RESULTS: " NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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. v STREET FLOWDEPTH(FEET) = 1.12 HALFSTREET FLOODWIDTH(FEET) = 5.54 AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.57 PRODUCT OF DEPTH &VELOCITY = 9.59 - TREETFLOW TRAVELTIME(MIN) = 1.05 TC(MIN) = 15.89 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.262 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LASS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = .38 SUBAREA RUNOFF(CFS) _ .95 EFFECTIVE AREA(ACRES) = 12.58 AVERAGED Fm(INCH /HR) _ .552 TOTAL AREA(ACRES) = 12.58 PEAK FLOW RATE(CFS) = 3 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.11 HALFSTREET FLOODWIDTH(FEET) = 5.49 FLAW VELOCITY(FEET /SEC.) = 8.60 DEPTH *VELOCITY = 9.52 q fir, LO N6 ,UNCo tom► 1 4d ; o - O r 5 7 2; Sf"2 07-16 AW-61 C S o FLAW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 --------------------------------------------------------------------- - - - - -- jW » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ------------------------ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.89 RAINFALL INTENSITY (INCH. /HOUR) = 3.26 0 EFFECTIVE STREAM AREA(ACRES) = 12.58 TOTAL STREAM AREA(ACRES) = 12.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.23 qw CONFLUENCE INFORMATION: _ TREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE _.JMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- w 1 232.82 18.63 2.965 .48 95.73 2 31.23 15.89 3.262 .55 12.58, RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. iwrSUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE o m NUMBER Q(CFS) AREA(ACRES) -------------------------------------------- "" 1 260.63 108.31 2 253.54 94.23 PICOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 260.63 TIME(MINUTES) = 18.631 EFFECTIVE AREA(ACRES) = 108.31 TOTAL AREA(ACRES) = 112.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 350.00 TO NODE 360.10 IS CODE = 3 .-------------------------------------------------------------------------- 1t » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< _DEPTH OF FLOW IN 75.0 INCH PIPE IS 55.9 INCHES _ - -PEFLOW VELOCITY(FEET /SEC.) = 10.6 :. NODE ELEVATION = 1230.40 "DOWNSTREAM NODE ELEVATION = 1227.50 FLOWLENGTH(FEET) = 740.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 W PIPEFLOW THRU SUBAREA(CFS) = 260.63 i TRAVEL TIME(MIN.) = 1.16 TC(MIN.) = 19.79 - 'TOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 19.79 iW RAINFALL INTENSITY (INCH. /HOUR) = 2.86 EFFECTIVE STREAM AREA(ACRES) = 108.31 PO TOTAL STREAM AREA(ACRES) = 112.66 im PEAK FLOW RATE(CFS) AT CONFLUENCE = 260.63 W FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.15 RAIN INTENSITY(INCH /HOUR) = 3.36 EFFECTIVE AREA(ACRES) = 18.27 TOTAL AREA(ACRES) = 18.66 PEAK FLOW RATE(CFS) = 49.36 W AVERAGED LOSS RATE, Fm (IN /HR) _ .400 c. 3.N310 ,M31 FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 Pm »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< _JNFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.15 '! RAINFALL INTENSITY (INCH. /HOUR) = 3.36 JWEFFECTIVE AREA(ACRES) 8.27 RES) = 18.66 ,,,,,PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.36 w - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** @*FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 7 lw » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< IN USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.59 RAIN INTENSITY(INCH /HOUR) = 3.43 EFFECTIVE AREA(ACRES) = 7.41 TOTAL AREA(ACRES) = 7.68 PEAK FLOW RATE(CFS) = 21.06 AVERAGED LOSS RATE, FM(IN /HR) _ .290 Y T iw �7°orn c� �r1ar3 g( m3/�- -FLOW PROCESS FROM NODE 360'.10 TO NODE 360.10 IS CODE = 1 ------------------ ------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ----- _---- ____----- _____ ______ ___ _________________ _ ____ 7,�NFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: iME OF CONCENTRATION(MINUTES) = 14.59 -I RAINFALL INTENSITY (INCH. /HOUR) = 3.43 EFFECTIVE STREAM AREA(ACRES) = 7.41 TOTAL STREAM AREA(ACRES) = 7.68 } ,,.PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.06 7 FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 ---------------------------------------------------------------------------- !m » » > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ip TIME OF CONCENTRATION(MINUTES) = 19.79 , iINFALL INTENSITY (INCH. /HOUR) = 2.86 :FFECTIVE STREAM AREA(ACRES) = 133.99 TOTAL STREAM AREA(ACRES) = 139.00 PO PEAK FLOW RATE(CFS) AT CONFLUENCE = 318.90 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) Aw ------------------------------------------------------------ 1 318.90 19.79 2.860 .47 133.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 69 CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: IR STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 318.90 133.99 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: W PEAK FLOW RATE(CFS) = 318.90 TIME(MINUTES) = 19.790 EFFECTIVE AREA(ACRES) = 133.99 TOTAL AREA(ACRES) _ - 139 00 _____________ --- - --- _______-- _______________ :END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 139.00 EFFECTIVE AREA(ACRES) = 133.99 PEAK FLOW RATE(CFS) = 318.90 t ...JD OF RATIONAL METHOD ANALYSIS W im "m i No CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) --.----------------------------------------------------------- op 1 260.63 19.79 2.860 .49 108.31 2 49.36 15.15 3.357 .40 18.27 3 21.06 14.59 3.434 .29 7.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: ,STREAM CONFLUENCE NUMBERQ(CFS) - -- EFFECTIVE AREA(ACRES) ----------- ----- 1 318.90 133.99 +ww 2 311.26 108.59 3 308.47 104.85 bd COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 318.90 TIME(MINUTES) = 19.790 **EFFECTIVE AREA(ACRES) = 133.99 j TOTAL AREA(ACRES) = 139.00 FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 ---------------------------------------------------------------------------- !m » » > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ip TIME OF CONCENTRATION(MINUTES) = 19.79 , iINFALL INTENSITY (INCH. /HOUR) = 2.86 :FFECTIVE STREAM AREA(ACRES) = 133.99 TOTAL STREAM AREA(ACRES) = 139.00 PO PEAK FLOW RATE(CFS) AT CONFLUENCE = 318.90 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) Aw ------------------------------------------------------------ 1 318.90 19.79 2.860 .47 133.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 69 CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: IR STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 318.90 133.99 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: W PEAK FLOW RATE(CFS) = 318.90 TIME(MINUTES) = 19.790 EFFECTIVE AREA(ACRES) = 133.99 TOTAL AREA(ACRES) _ - 139 00 _____________ --- - --- _______-- _______________ :END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 139.00 EFFECTIVE AREA(ACRES) = 133.99 PEAK FLOW RATE(CFS) = 318.90 t ...JD OF RATIONAL METHOD ANALYSIS W im "m i &� ---------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 0� (Reference: 1966 SAN BERNARDINO CO. HYDROLOGY CRITERION) &� Copyright 1983 86,87 Advanced Engineering Software (aes) — Ver. 4.1C Release Date: 5/11/87 Serial # I00908 ' � Especially prepared for: _ HALL & FOREMAN DESCRIPTION OF STUDY ************************** u� * EAST VILLAGE HYDROLOGY" LATERAL M0, (LATERAL M) * * Q 0.00YR * mm * VENKI. N, JN 3810-020, 9/9/88 * ************************************************************************** FILE NAME: A:EVLATM0.DAT so TIME/DATE OF STUDY: 10:51 9/10/1988 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 ~� SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 ' SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER-DEPINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* p� 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .980 10O-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(IWCH/HOUR) = 1.4700 w� SLOPE OF INTENSITY DURATION CURVE = .6000 m� FLOW PROCESS FROM NODE 701.10 TO NODE 701.169 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<( DEVELOPMENT IS COMMERCIAL me TC = K*[(LEN8TH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 820.00 50 UPSTREAM ELEVATION = 129� . DOWNSTREAM ELEVATION = 1284.80 ELEVATION DIFFERENCE = 5.70 TC = .304*[( 620.00** 3.00)/( 5.70)]** .20 = 10.166 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.265 W SOIL CLASSIPICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 2.74 TOTAL AREA(ACRES) = 73 PEAK FLOW RATE(CFS) = 2.74 **************************************************************************** FLOW PROCESS FROM NODE 701.01 TO NODE 701.01 IS CODE = 1 -- _____________________________________-_____________________________-________ 04' }>>>>DEGIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PM TIME OF CONCENTRATION(MINUTES) = 10.17 RAINFALL INTENSITY (INCH./HOUR) = 4.27 EFFECTIVE STREAM AREA(ACRES) = .73 pm im **************************************************************************** FLOW PROCESS FROM NODE 701.11 TO NODE 701.01 IS CODE = 2 ` ---------------------------------------------------------------------------- ~~ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -} 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)3** .20 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 12913.30 DOWNSTREAM ELEVATION = 1286�00 *� ELEVATION DIFFERENCE = 4.30 TC = .389*[( 550.00** 3.00)/( 4.30)]** .20 = 12.808 u� 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.713 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE__ SUBAREA LOSS RATE, Fm(INCH/HR) = .4650 86 SUBAREA RUNOFF(CFS) = 8 . TOTAL AREA(ACRES) = 3.05 PEAK FLOW RATE(CFS) = 8.86 FLOW PROCESS FROM NODE 701.01 TO NODE 701.01 IS CODE = 1 w� ____________________________________________________________________________ Ww >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<( >)>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.81 RAINFALL INTENSITY (INCH./HOUR) = 3.71 ' _ EFFECTIVE STREAM AREA(ACRES) = 3.05 TOTAL STREAM AREA(ACRES) = 3.05 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.86 On CONFLUENCE INFORMATION: - STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ____________________________________________________________ i1w 1 2.74 10. 17 4.265 .10 .73 2 8.86 12.81 3.713 .49 3.05 po go RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. om SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) ~� _____________________________________________ 1 10.97 3.15 w 2 11.24 3. 78 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: o� PEAK FLOW RATE(CFS) = 11.24 TIME(MINUTES) = 12.808 EFFECTIVE AREA(ACRES) = 3.78 TOTAL AREA (ACRES) = 3.78 ON FLOW PROCESS FROM NODE 701.01 TO NODE 16.169 IS CODE = 6 __-____-____-_________________________________________________-______-______ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<(<< ============================================================================ UPSTREAM ELEVATION = 1286.00 DOWNSTREAM ELEVATION = 1270.00 STREET LENGTH(FEET) = 1030.00 CURB HEIGTH(INCHES) = 8. w� STREET HALFWIDTH(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .420 op SPECIFIED NUMBER OF HALFGTREETS CARRYING RUNOFF = 1 -- **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.08 , STREETFLOW MODEL RESULTS: ` - NOTE: STREETFLOW EXCEEDS TOP OF CURB. N� THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. N� THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET> N� = ^ 80 HALFSTREET FLOODWIDTH(FEET) = 3.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.05 PRODUCT OF DEPTH&VELOCITY = 5.62 ~~ STREETFLOW TRAVELTIME(MIN) = 2.43 TC(MIN) = 15.24 Na 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.345 No SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 wo SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 3.68 EFFECTIVE AREA(ACRES) = 5.04 60 AVERAGED Fm(INCH/HR) = .332 TOTAL AREA(ACRES) = 5.04 PEAK FLOW RATE(CFS) = 13.67 END OF SUBAREA STREETFLOW HYDRAULICS: ' DEPTH(FEET) = .81 HALFSTREET FLOODWIDTH(FGET) = 3.46 FLOW VELOCITY(FEET/SEC.) = 7.15 DEPTH*VELOCITY = 5.82 =� FLOW PROCESS FROM NODE 16.160 TO NODE 16.10 IS CODE = 1 w� ________ ____________________________________________________________________ }> > > )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< < ( ( < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15 . 24 im RAINFALL INTENSITY (INCH./HOUR) = 3.34 EFFECTIVE STREAM AREA(ACRES) = 5.04 m� TOTAL STREAM AREA(ACRES) = 5.04 m� PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.67 ON **************************************************************************** FLOW PROCESS FROM NODE 317.20 TO NODE 16.10 IS CODE = 2 _________________-_____-____________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT' IS SINGLE FAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRE Nm TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 1000.00 0� UPSTREAM ELEVATION = 1281.00 ' DOWNSTREAM ELEVATION = 1270 . 00 ELEVATION DIFFERENCE = 11.00 TC = . 389*[( 1000.00** 3.00)/( 11.00)3** .20 = 15.194 1069 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.351 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 . SUBAREA RUNOFF(CFS) = 8.77 0 PEAK FLOW RATE(CFG> 8 /U/wL AREA(ACRES) = 3.4 77 � = , **************************************************************************** FLOW PROCESS FROM NODE 16.10 TO NODE 16.10 IS CODE I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TINE OF CONCENTRATION(MINUTES) 15.19 RAINFALL INTENSITY (INCH./HOUR) = 3.35 ' EFFECTIVE STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE 8.77 **************************************************************************** w� FLOW PROCESS FROM NODE 317.360 TO NODE 16.10 IS CODE = 2 mi ______________________-_____________________-__-__________-_________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE bw TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 I= INITIAL SUBAREA FLOW-LENGTH = 1000.00 iia UPSTREAM ELEVATION = 1281.00 DOWNSTREAM ELEVATION = 1270.00 mo ELEVATION DIFFERENCE = 11.00 TC = .389*[( 1000.00** 3.00)/( 11.00)]** .20 = 15.194 10G YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.351 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 10 SUBAREA RUNOFF(CFS) = 4.64 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 4.64 **************************************************************************** FLOW PROCESS FROM NODE 16.1O TO NODE 16.10 IS CODE = 1 ____________________________________________________________________________ >>}>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<(<( \ >>)>)AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 15.19 RAINFALL INTENSITY (INCH ./HOUR) 35 = 3 . . EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.64 is CONFLUENCE INFORMATION; STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE m� NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ______________________________________________________________ 1 13.67 15.24 3.345 .33 5.04 2 8.77 15.19 3.351 .49 3.40 w� 3 4.64 15.19 3.351 .49 1.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) �m _____________________________________________ ~� 1 27.05 10.24 ,r^ 2 27.07 10.22 3 27.07 10.22 N� COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.07 TIMEMINUTES> = 15.194 w� EFFECTIVE AREA(ACRES) = 10.22 TOTAL AREA(ACRES) = 10.24 w� FLOW PROCESS FROM NODE 16.10 TO NODE 315.00 IS CODE 6 >}}>>COMPUTE STREETFLOW TRAVELTIME THRU SU8AREA<(<<< ============================================================================ UPSTREAM ELEVATION = 1270.�0 DOWNSTREAM ELEVATION = 1255.50 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) = 8. ' STREET HALFWIDTH(FEET) = 20.00 0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HABSTREBS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 28.28 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = 1.06 HALFSTREET FLOODWIDTH(FEET) = 5.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.40 PRODUCT OF DEPTH&VELOC%TY = 8.88 STREETFLOW TRAVELTIME(MIN) = 1.79 TC(MIN) = 16.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.135 SOIL CLASSIFICATION IS "A" ( rnmmcPrrm �//n�n�u / npp norc c~'rmru/uo` _�..._`�^..� .~~...-. .~..�, . SUBAREA AREA(ACRES) = .89 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 11.11 AVERAGED Fm(INCH/HR) = .385 TOTAL AREA(ACRES) = 11.13 PEAK FLOW RATE(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.05 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 8.33 DEPTH*VELOCITY = �� __'~- -014Z 2.43 ^r " / 27.51 ' 5.26 8.71 ****************** ********************************************* n� FLOW PROCESS FROM NODE 315.600 TO NODE 315.00 IS CODE = 1 ____________________________________________________________________________ N� >>)>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<(<( >>>>}AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES(<<<< ============================================================================ w� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MINUTES) = 16.98 RAINFALL INTENSITY (INCH./HOUR) = 3.14 EFFECTIVE STREAM AREA(ACRES) = 11.11 TOTAL STREAM AREA(ACRES) = 11.13 N� PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.51 CONFLUENCE INFORMATION: ` = STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ______________________________________________________________ 1 27.51 16.98 3.135 .38 11.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE w� _____________________________________________ NUMBER Q(CFS) AREA(ACRES) �� 1 27.51 11.11 zAuwm: hLtVw/1Ufv = i entb. db ELEVATION DIFFERENCE = 11.55 TC = .304*[( 1000.00** 3.00)/( 11.55)3** .20 = 11.759 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.908 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 4.46 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.46 ^ ' **************************************************************************** FLOW PROCESS FROM NODE 315.31 TO NODE 360.10 IS CODE = 6 >>}>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1250.25 DOWNSTREAM ELEVATION = 1227.50 STREET LENGTH(FEET) = 1680.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .525 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.32 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 2.83 - 02 AVERAGE FLOw VELOCITY(FEET/GEC.) = 5.71 7����- PRODUCT OF DEPTH&VELOC%TY = 3.62 . -- �� �� STREETFLOW TRAVELTIME(MIN) = 4.91 TC(MIN) = 16.67 V�c '= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.170 ^ SO CLASSIFICATION IS "A" ^ � - COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 2.05 SUBAREA RUNOFF(CFS) = 5.67 EFFECTIVE AREA(ACRES) = 3.35 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 3.35 PEAK FLOW RATE(CFS) = 9.27 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 2.97 FLOW VELOCITY(FEET/SEC.) = 6.22 DEPTH*VELOCITY = 4.39�� �� 4�' �����~ /43/2 **************************************************************************** FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 ! ----- - >>>>>DESIGwATE INDEPENDENT STREAM FOR CONFLUENCE(({(( >>)}>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<(<{ _______ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: --- TIME OF CONCENTRATION(MINUTES) = 16.67 RAINFALL INTENSITY (INCH./HOUR) = 3.17 EFFECTIVE STREAM AREA(ACRES) = 3.35 TOTAL STREAM AREA(ACRES) = 3.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.27 ' ~ CONFLUENCE INFORMATION: STREAm PEAK FLOW TIME INTENSITY FM EFFECTIVE � - NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ) 1 37.79 15.15 3.357 .49 14.32 2 3.02 12.20 3.824 .10 .90 � 3 9.27 16.67 3.170 .10 335 ON ww � low 4m w* on OR fm PkEAK FLOW RATE(CF'S) 27.51 TIME(MINUTES) 16.960 ! EFFECTIVE AREA(ACRES) = ii.11 jW TOTAL AREA(ACRES) ============================================================================ 11.13 END OF STUDY SUMMARY: n� TOTAL AREA(ACRES) = 11.13 EFFECTIVE AREA(ACRES) = 11.11 ' PEAK FLOW RATE(CFS) = 27.51 r ============================================================================ END OF RATIONAL METHOD ANALYSIS ON ww � low 4m w* on OR fm - _ INN to m� ------------------------------- --- ------------------------------ --- ----------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983, 86, 87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # 100908 OR Especially prepared for: °= HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** �w * EAST VILLAGE HYDROLOGY, LINE M LATERAL, LATERAL M1 * W� * Q NV�''YR * * VEmKI.N JN 38160-020, 9/9/88 * so FILE NAME: A:EVLATM1.DAT NO TIME/DATE OF STUDY: 10:55 900/1966 OR USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: =========================================================== NO --*TIME-OF-CONCENTRATION MODEL*-- of USER SPECIFIED STORM EVENT(YEAR) = 100.00 m� 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) = .9860 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.470 ^ COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(lNCH/HOUR) = 1.4700 w� SLOPE OF INTENSITY DURATION CURVE = .6000 a NO **************************************************************************** OR FLOW PROCESS FROM NODE 359.00 TO NODE 359.169 IS CODE = 2 ____________________________________________________________________________ m� }>>>}RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<(( — DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRE OR TC = K*[(LEN8TH** 3.00)/(B-EVATION CHANGE)]** .20 to INITIAL SUBAREA FLOW-LENGTH = 990.00 UPSTREAM ELEVATION = 1241.60 No DOWNSTREAM ELEVATION = 1229.70 90 ELEVATION DIFFERENCE = 11 �� . TC = 990.00** 3.00)/( 11.90)]** .20 = 14.867 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 . 395 ' SOIL CLASSIFICATION IS "A'' 0 RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 22.16 No TOTAL AREA(ACRES) = 8.46 PEAK FLOW RATE(CFS) = 22.16 **************************************************************************** FLOW PROCESS FROM NODE 359.10 TO NODE 359.10 IS CODE = 1 m� ____________________________________________________________________________ >>>>�DEGIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(<<< n� ' == ============================================================= ]NFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ,,�� t_. F_ I-"^.,r-^.,r-1 ^ _r' Ir i_. k I 1 11.1 Ir il I I I Ir r �` _ ~ ^ n', 1%ir+u-Lu14 1 c�1461./' IwLn./muum = 61'+m EFFECTIVE STREAM AREA(ACRES) = 8.46 TOTAL STREAM AREA(ACRES) = 8.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.16 0 w� mw �m � FLOW PROCESS FROM NODE 359.20 TO NODE 359.10 IS CODE = 2 ____________________________________________________________________________ >}>>>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 = 100000 UPSTREAM ELEVATION = 1242.50 DOWNSTREAM ELEVATION = 1229.60 ELEVATION DIFFERENCE = 12.90 TC = .389*[( 1000.00** 3.00)0 12.90)]** .20 = 14.717 100 YEAR RAINFALL INTENSITY(INCH/HOUR> = 3.416 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 15.70 TOTAL AREA(ACRES) = 5.95 PEAK FLOW RATE(CFS) = 15.70 FLOW PROCESS FROM NODE 359.10 TO NODE 359.10 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<(<< >)>>}AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<(<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: �. TIME OF CONCENTRATION(MINUTES) = 14.72 ' RAINFALL INTENSITY (INCH./HOUR) = 3.42 EFFECTIVE STREAM AREA(ACRES) = 5.95 TOTAL STREAM AREA(ACRES) = 5.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.70 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ______________________________________________________________ 1 22.16 14.67 3.395 .49 8.46 ' 2 15.70 14.72 3.416 .49 5.95 FLOW PROCESS FROM NODE 359.l0 TO NODE 360.10 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< m� >}})>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<(<<< RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) _____________________________________________ AREA(ACRES) m� 1 37.74 14.41 2 37.79 14.32 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.79 TIME(MINUTES) = 14.717 0 EFFECTIVE AREA(ACRES) = 14.32 A TOTAL AREA(ACRES) = 14.41 FLOW PROCESS FROM NODE 359.l0 TO NODE 360.10 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< m� >}})>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<(<<< **************************************************************************** 8� FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 lS CODE = l . ____________________________________________________________________________ ~~ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Im TIME OF CONCENTRATION(MINUTES) = 15.15 RAINFALL INTENSITY (INCH. /HOUR) = 3.36 40 EFFECTIVE STREAM AREA(ACRES) = 14.32 jw TOTAL STREAM AREA(ACRES) = 14.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.79 on FLOW PROCESS FROM NODE 350.10 TO NODE 360.10 IS CODE = 2 _ ____________________________________________________________________________ }>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<((<( w� DEVELOPMENT IS COMMERCIAL mw TO = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1230.80 DOWNSTREAM ELEVATION = 1227.50 `-' ELEVATION DIFFERENCE = 3.30 ww TO = .304*[( 700.00** 3.00)/( 3.30)3** .20 = 12.196 ' � l00 YEAR RAINFALL INTENGITY(INCH/HOUR) = 3.824 ~u�~ � SOIL CLASSIFICATION IS "A" ON '~ �� COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 �-°��� SUBAREA RUNOFF(CFS) = 3.02 im TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 3.02 **************************************************************************** FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 I8 CODE = 1 ________ � ____________________________________________________________________ «� >>}}}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< to CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Im TIME OF CONCENTRATION(MINUTES) = 12.20 im RAINFALL INTENSITY (INCH./HOUR) = 3.82 EFFECTIVE STREAM AREA(ACRES) = .90 0.0 TOTAL STREAM AREA(ACRES) = .90 Is PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.02 16 FLOW PROCESS FROM NODE 315.30 TO NODE 315.31 IS CODE 2 - ---------------------------------- - ---����� ' }}��}RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<(<( �� ============================================================================ DEVELOPMENT IS COMMERCIAL ow TC = K*[(LENGTH** 3.00MELEVATION CHANGE)]** "269 in INITIAL SUBAREA FLOW-LENGTH = 1000.00 .,""w",-^" ,-.,-..",,,"^. _ .~r. mm � am.m WLM +/l~t in lNLHES ' w� PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 1229.60 DOWNSTREAM NODE ELEVATION = 1227.50 x� FLOWLENGTH(FEET) = 230.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFG) = 37.79 ~' TRAVEL TINE(MlN.) .43 TC(MIN.) = 15.15 IN **************************************************************************** 8� FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 lS CODE = l . ____________________________________________________________________________ ~~ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Im TIME OF CONCENTRATION(MINUTES) = 15.15 RAINFALL INTENSITY (INCH. /HOUR) = 3.36 40 EFFECTIVE STREAM AREA(ACRES) = 14.32 jw TOTAL STREAM AREA(ACRES) = 14.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.79 on FLOW PROCESS FROM NODE 350.10 TO NODE 360.10 IS CODE = 2 _ ____________________________________________________________________________ }>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<((<( w� DEVELOPMENT IS COMMERCIAL mw TO = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1230.80 DOWNSTREAM ELEVATION = 1227.50 `-' ELEVATION DIFFERENCE = 3.30 ww TO = .304*[( 700.00** 3.00)/( 3.30)3** .20 = 12.196 ' � l00 YEAR RAINFALL INTENGITY(INCH/HOUR) = 3.824 ~u�~ � SOIL CLASSIFICATION IS "A" ON '~ �� COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 �-°��� SUBAREA RUNOFF(CFS) = 3.02 im TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 3.02 **************************************************************************** FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 I8 CODE = 1 ________ � ____________________________________________________________________ «� >>}}}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< to CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Im TIME OF CONCENTRATION(MINUTES) = 12.20 im RAINFALL INTENSITY (INCH./HOUR) = 3.82 EFFECTIVE STREAM AREA(ACRES) = .90 0.0 TOTAL STREAM AREA(ACRES) = .90 Is PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.02 16 FLOW PROCESS FROM NODE 315.30 TO NODE 315.31 IS CODE 2 - ---------------------------------- - ---����� ' }}��}RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<(<( �� ============================================================================ DEVELOPMENT IS COMMERCIAL ow TC = K*[(LENGTH** 3.00MELEVATION CHANGE)]** "269 in INITIAL SUBAREA FLOW-LENGTH = 1000.00 .,""w",-^" ,-.,-..",,,"^. _ .~r. mm .'�� � x�uWmbimLHr LL hvw/�um�' = 1\dow"en 1p ELEVATION DIFFERENCE = 11.55 �� TC = .304*[( 1000.00** 3.00)/( 11.55)]** .20 = 11.759 w� 1060 YEAR RAINFALL INTEWSITY(INCH/HOUR) = 3.908 op SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE Fm(INCH/HR> = 09769 �� , ' =° SUBAREA RUNOFF(CFS) = 4.46 - TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.46 **************************************************************************** VN FLOW PROCESS FROM NODE 315.31 TO NODE 3660.10 IS CODE = 6 ____________________________________________________________________________ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1250.25 DOWNSTREAM ELEVATION = 1227.50 IN STREET LENGTH(FEET) = 1680.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 w DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 Y� INTERIOR STREET CROSSFALL(DECIMAL) = .240 _ OUTSIDE STREET CROSSFALL(DECIMAL) = .525 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 pt **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.32 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 63 . 1-02- HALFSTREET FLOODWIDTH(FEET) = 2.83 � AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.71 PRODUCT OF DEPTH&VELOCITY = 3.62 �� ,~- ~-, Of STREETFLOW TRAVELTIME(MIN) = 4.91 TC(MIN) = 16.67 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.170 SOIL CLASSIFICATION IS "A" .� COMMERCIAL SUBAREA LOSS RATE" Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 2.05 SUBAREA RUNOFF(CFS) = 5.67 EFFECTIVE AREA(ACRES) = 3.35 AVERAGED Fm(INCH/HR) = .097 w� TOTAL AREA(ACRES) = 3.35 PEAK FLOW RATE(CFS) = 9.2 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 2.97 40 FLOW VELOCITY(FEET/SEC. ) = 6.22 DEPTH*VELOCITY = 4.39 �� U� �� d[~��~ 1634 - Im ~~_ �. - ** ************************************************************************** -- FLOW PROCESS FROM NODE 360.10 TO NODE 360.10 IS CODE = 1 W� ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<<<< w� >>>}>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 16.67 RAINFALL INTENSITY (INCH./HOUR) = 3.17 ~~ EFFECTIVE STREAM AREA(ACRES) = 3.35 TOTAL STREAM AREA(ACRES) = 3.35 m� PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.27 ~ CONFLUENCE INFORMATION: �/� STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE =�- NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) N� ______________________________________________________________ 1 37.79 15.15 3.357 .49 z4.32 m� 2 3.02 12.20 3.824 .10 .90 h� 3 9.27 16.67 3.170 .169 3.35 CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE � NUMBER Q(CFS) AREA(ACRES) _____________________________________________ m� z 49. 36 18.27 46.60 14.88 47. 09 18.57 COMPUTED CONFLUENCE ESTIMATES ARE AS F0-LOWS: PEAK FLOW RATE(CFS) = 49.36 TIME(MINUTES) = 15.150 EFFECTIVE AREA(ACRES) = 18.27 TOTAL AREA(ACRES) = 18.66 FLOW PROCESS FROM NODE 360.10 TO NODE 360.l0 IS CODE = 1 ____________________________________________________________________________ w� >>>>}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<<<< >)>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<((<< 1� ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.15 0� RAINFALL INTENSITY (INCH./HOUR) = 3.36 EFFECTIVE STREAM AREA(ACRES) = 18.27 TOTAL STREAM AREA(ACRES) = 18.66 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.36 wo CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) ______________________________________________________________ (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) r- 1 49.36 15.15 3.357 .40 18.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. `��_ATM ^ SUMMARY RESULTS: � STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- N� 1 49.36 18.27 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.36 TIME(MINUTES) = i5.150 EFFECTIVE AREA(ACRES) = 16.27 TOTAL AREA(ACRES) = 18.66 OR FLOW PROCESS FROM NODE 380.00 TO NODE 380.10 IS CODE = 2 __________________________-_________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS(<((< ============================================================================ m� DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -} 5-7 DWELLINGS/ACRE n� TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 770.00 N� UPSTREAM ELEVATION = 1231.00 DOWNSTREAM ELEVATION = 12a5.45 r ELEVATION DIFFERENCE = 5.55 TC = 389*[( 770 893 00** 3 N0)/( 5 55)]** 20 = 14 . . . . . . 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.392 o� SOIL CLASSIFICATION IS ''A'' \ RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 7.06 m� TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 7.06 !2222=2w ' ____________________________________________________________________________ FLOW PROCESS FROM NODE 380.10 TO NODE 380.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVEwTIME THRU SUBAREA<<<<< m� >}>>>USING COMPUTER-ESTIMATED PIPE8IZE (NON-PRESSURE FLOW)<<<<< ,-- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES `- . . 2 PIPEFLOW VELOCITY(FEET/SEC ) = 12 UPSTREAm NODE E"EVATION = 1227.40 m� DOWNSTREAM NODE ELEVATION = 1225.00 FLOWLENGTH(FEET) = 40.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.06 *� TRAVEL TIME(MIN. ) = .05 TC(MIN. ) = 14.95 FLOW PROCESS FROM NODE 380.20 TO NODE 360.L0 IS CODE = 1 -------------------------------------------------------------------------��� ~� >>}>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<<<< ============================================================================ o� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.95 p� RAINFALL INTENSITY (INCH./HOUR) = 3.38 mw EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.06 of **************************************************************************** m� FLOW PROCESS FROM NODE 360.00 TO NODE 3860.20 IS CODE = 2 , _____________________________________________-______________________________ ' >)>>>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 = 1020 . . ���� 00 ���r� � � . -_ UPSTREAM ELEVATION = 1231.00 ~~ DOWNSTREAM ELEVATION = 1225.00 p� ELEVATION DIFFERENCE = 6.069 TC = .389*[( 1020.00** 3.00)/( 6.00)]** .20 = 17.357 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.094 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 0� SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = w� � �� �� ,' ~-^ **************************************************************************** FLOW PROCESS FROM NODE 380.�0 TO NODE �80 20 IS CODE = 1 . ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<( ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.36 / RAINFALL INTENSITY (INCH./HOUR) = 3.09 30 EFFECTIVE STREAM AREA(ACRES) = 1 ^ TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.05 c/nu oonr`coc conw mnnc cRa Wa TM unnc aka Q, TO rnn= � s - ___ ------- ___==__------------------------------------------------------- m� >}>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< im ============================================================================ DEVELOPMENT I8 COMMERCIAL op TC = K*[(LENGTH** 3.00) /(ELEVATION CHANGE) ]** .20 m� INITIAL SUBAREA FLOW-LENGTH = 960.00 UPSTREAM ELEVATION = 1248.00 DOWNSTREAM ELEVATION = 1236.63 ELEVATION DIFFERENCE = 11.37 ^- TC = .304*[( 960.00** 3.G0) /( 11.37)]** .20 = 11.510 m� 100 YEAR RAINFALL IWTENSITY(INCH/HOUR) = 3.959 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 4.83 w� TOTAL AREA(ACRES) = 1.39 PEAK FLOW RATE(CFS) = 4.83 |� FLOW PROCESS FROM NODE 650.21 TO NODE 29 00 IS CODE = 6 . . ____________________________________________________________________________ >>}>}COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ 60 UPSTREAM ELEVATION = 1236.63 DOWNSTREAM ELEVATION = 1225.22 STREET LENGTH(FEET) = 980.00 CURB HEIGTH(INCHEG) = 8. ww STREET HALFWIDTH(FEET) = 24.00 to DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 w� INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .525 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 wo **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.31 \' STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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. ma STREET FLOWDEPTH(FEET) = . 70 iw HALFSTREET FLOODWIDTH(FEET) = 2.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.69 go PRODUCT OF DEPTH&VELOCITY = 3.96 INS . STREETFLOW TRAVELTIME(MIN) = 2.87 TC(MIN) = 14.36 100 YEAR RAINFALL INTENSITY(1NCH/HOUR) = 3.464 SOIL CLASSIFICATION IS ''A" N� COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 2.29 SUBAREA RUNOFF(CFS) = 6.94 w� EFFECTIVE AREA(ACRES) = 3.68 AVERAGED Fm(INCH/HR> = . 097 TOTAL AREA(ACRES) = 3.68 PEAK FLOW RATE(CFS) = 11.15 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .80 HALFSTREET FLOODWIDTH(FEET) = 3.14 FLOW VELOCITY(FEET/SEC > = 6 29 DEPTH*VELOCITY = 5 02 ~ ^ ^ -^,�' V��� . 7 ' FLOW PROCESS FROM NODE 29.010 TO NODE 360.20 IS CODE = 3 , m � .' ----------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<(<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW><<<<( ============================================================================= DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES m� PIPEFLOW VELOCITY(FEET/SEC. ) = 4.8 ''",_r=r_"= ^'""= r"' �''"-r`"^' - "~~= ~~ v� FLOWLENGTH(FEET) = 60.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.15 TRAVEL TIME(MIN ) = 21 TC(MIN ) = 14.59 ik FLOW PROCESS FROM NODE 380.20 TO NODE 380.20 IS CODE = 1 ______________________________-______________-____________________-_________ >>>>>DESIGhATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< m� >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<(( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 14.59 RAINFALL INTENSITY (INCH./HOUR) = 3.43 10 EFFECTIVE STREAM AREA(ACRES) = 3.68 TOTAL STREAM AREA(ACRES) = 3.68 ow PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.15 UB CONFLUENCE INFORMATION: USED FOR 3 STREAMS. ~� SUMMARY RESULTS: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE on NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 2 19.42 -------------------------------------------------------------- 3 21.06 7.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1 7.06 14.95 3.384 .49 2.70 w� 2 3.05 17.36 3.094 .49 1.30 3 11 15 . 14 59 . 3 434 ~ . 10 3 . 68 ww RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO sm FLOW PROCESS FROM NODE 380.20 TO NODE 380.20 IS CODE = 1 ____________________________________________________________________________ w >>}>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< go >}>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<(< ============================================================================ mo CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: im TIME OF CONCENTRATION(MINUTES) = 14.59 RAINFALL INTENSITY (INCH./HOUR) = 3.43 EFFECTIVE STREAM AREA(ACRES) = 7.41 TOTAL STREAM AREA(ACRES) = 7.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.06 W CONFLUENCE INFORMATION: � STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 21.06 14.59 3.434 .29 7.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ON CONFLUENCE FORMULA USED FOR 1 STREAMS. 10 SUMMARY RESULTS: ,-r",-"= ,"^.r-. '.r-^.,r- ,.',- CONFLUENCE FORMULA USED FOR 3 STREAMS. ~� SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) x m�' --------------------------------------------- \_ 1 20.97 7.50 2 19.42 7.68 3 21.06 7.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.06 TIME(MINUTES) = 14.590 EFFECTIVE AREA(ACRES) = 7.41 aw TOTAL AREA(ACRES) = 7.68 sm FLOW PROCESS FROM NODE 380.20 TO NODE 380.20 IS CODE = 1 ____________________________________________________________________________ w >>}>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< go >}>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<(< ============================================================================ mo CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: im TIME OF CONCENTRATION(MINUTES) = 14.59 RAINFALL INTENSITY (INCH./HOUR) = 3.43 EFFECTIVE STREAM AREA(ACRES) = 7.41 TOTAL STREAM AREA(ACRES) = 7.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.06 W CONFLUENCE INFORMATION: � STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 21.06 14.59 3.434 .29 7.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ON CONFLUENCE FORMULA USED FOR 1 STREAMS. 10 SUMMARY RESULTS: ,-r",-"= ,"^.r-. '.r-^.,r- ,.',- am v� ~� x� on bi on �� po --------------------------------------------- 21.06 7.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.06 TIME(MINUTES) = 14.590 [— EFFECTIVE AREA(ACRES) = 7.41 N� TOTAL AREA(ACRES) = 7.68 END OF STUDY SUMMARY: ��- TOTAL AREA(ACRES) = 7.68 EFFECTIVE AREA(ACRES) = 7.41 m� PEAK FLOW RATE(CFS) = 21.06 \ft ============================================================================ END OF RATIONAL METHOD ANALYSIS am v� ~� x� on bi on �� 7 1 a AN li, j J L J smumm MMRM 011,16 "1 1 so in RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** i-EAST VILLAGE HYDROLOGY, LINE B Q 25 YR -- :- ,3N -3 8-34-G20, 11 ,r ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 6FILE NAME: A:EVLINEB.DAT TIME/DATE OF STUDY: 13: 2 11/23/1988 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL*- - j6USER SPECIFIED STORM EVENT(YEAR) = 25.00 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) _ .980 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 j" ^ ')MPUTED RAINFALL INTENSITY DATA: jM. ORM EVENT - 25.00 1 -HOUR INTENSITY(INCH /HOUR) - 1.1520 SLOPE OF INTENSITY DURATION CURVE _ .6000 ONFLOW PROCESS FROM NODE 108.05 TO NODE 109.00 IS CODE = 2 »»> 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 - 550.00 UPSTREAM ELEVATION = 1305.50 DOWNSTREAM ELEVATION = 1292.00 ELEVATION DIFFERENCE = 13.50 ETC = . 389 *[( 550.00 ** 3.00)/( 13.50)] ** .20 10.188 10 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.338 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 7.70 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 7.70 - OW PROCESS FROM NODE 108.05 TO NODE .109.00 IS CODE 1 ..------------------------------------------------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: !'TIME OF CONCENTRATION(MINUTES) = 10.19 60 RAINFALL INTENSITY (INCH. /HOUR) = 3.34 EFFECTIVE STREAM AREA(ACRES) = 3.00 TOTAL STREAM AREA(ACRES) = 3.00 '7AK FLOW RATE(CFS) AT CONFLUENCE - 7.70 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.03 TO NODE 109.00 IS CODE = 2 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 UPSTREAM ELEVATION = 1297.40 "DOWNSTREAM ELEVATION = 1292.00 ELEVATION DIFFERENCE = 5.40 TC - .389 *[( 850.00 ** 3.00)/( 5.40)] ** .20 = 15.890 OR 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.557 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 7.27 TOTAL AREA(ACRES) 3.90 PEAK FLOW RATE(CFS) 7.27 iw FLOW PROCESS FROM NODE 108.03 TO NODE 109.00 IS CODE = 1 -------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< tP" > » > AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ._ . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) - 15.89 RAINFALL INTENSITY (INCH. /HOUR) - 2.56 EFFECTIVE STREAM AREA(ACRES) - 3.90 TOTAL STREAM AREA(ACRES) - 3.90 PR PEAR FLOW RATE(CFS) AT CONFLUENCE - 7.27 CONFLUENCE INFORMATION: STREAM NUMBER PEAK FLOW RATE(CFS) TIME INTENSITY FM EFFECTIVE (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------------ 1 7.70 10.19 3.338 .49 3.00 No 2 7.27 15.89 2.557 .49 3.90 io RAINFALL INTENSITY CONFLUENCE FORMULA SUMMARY RESULTS: STREAM CONFLUENCE NUMBER Q(CFS) o -------------- - - - - -- AND TIME OF CONCENTRATION RATIO USED FOR 2 STREAMS. EFFECTIVE AREA(ACRES) - - - - -- 1 14.12 5.50 2 12.87 6.90 , COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = - 14.12 TIME(MINUTES) = 10.188 EFFECTIVE AREA(ACRES) _ 5.50 `TAL AREA(ACRES) = 6.90 FLAW PROCESS FROM NODE 109.00 TO NODE 181.05 IS CODE 3 i --------------------------------------------------------------------------- ow » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< = c= =aaassaassa - - - = =case= =sass == M- assssa = = == =s= s= aa�ssa '":PTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES ZPEFLOW VELOCITY(FEET /SEC.) = 8.5 UPSTREAM NODE ELEVATION - 1292.00 jo DOWNSTREAM NODE ELEVATION 1278.30 FLOWLENGTH(FEET) = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 14.12 W TRAVEL TIME(MIN.) = 1.87 TC(MIN.) = 12.05 w. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Mod - FLOW FROCEHS - FROM MM O DE 181.05 IS CODE = ---------------------------------------------------------------------------- P " » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< �____ _- �--- -- - - -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.05 RAINFALL INTENSITY (INCH. /HOUR) 3.02 EFFECTIVE STREAM AREA(ACRES) = 5.50 TOTAL STREAM AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 14.12 ow FLOW PROCESS FROM NODE 181.02 TO NODE 109.10 IS CODE 2 -------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< w•. - -- j LVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE pm TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 ¢.- INITIAL SUBAREA FLOW- LENGTH - 780.00 bi UPSTREAM ELEVATION = 1300.00 DOWNSTREAM ELEVATION - 1294.00 P"ELEVATION DIFFERENCE - 6.00 TC - .389 *[( 780.00 ** 3.00) /( 6.00)] ** .20 14.777 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.671 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 4.13 TOTAL AREA(ACRES) 2.10 PEAK FLOW RATE(CFS) 4.13 OR FLOW PROCESS FROM NODE 109.10 TO NODE 181.05 IS CODE _ 6 -------------------------------------------------------------------------- iW » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< IN UPSTREAM ELEVATION = 1293.20 DOWNSTREAM ELEVATION 1278.30 STREET LENGTH(FEET) = 930.00 CURB HEIGTH(INCHES) 6. STREET HALFWIDTH(FEET) = 18.00 IN DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .240 'TTSIDE STREET CROSSFALL(DECIMAL) _ .180 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: 5.68 wr NOTE: STREETFLOW EXCEEDS TOP OF CURB. �,. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .53 HALFSTREET FLOODWIDTH(FEET) = 3.57 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.23 PRODUCT OF DEPTH &VELOCITY - 2.77 W STREETFLOW TRAVELTIME(MIN) - 2.97 TC(MIN) 17.74 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.393 SOIL CLASSIFICATION IS "A" IP RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) 1 .81 SUBA R = 3.11 EFFECTIVE AM(ACRES) 3.91 AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) = 3.91 PEAK FLAW RATE(CFS) - 6.71 C� 6 1 END OF SUBAREA STREETFLOW HYDRAULICS: - DEPTH(FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 3.79 r•FLOW VELOCITY(FEET /SEC.) ffi 5.47 DEPTH *VELOCITY - 3.10 to r FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE 1 6 f ------------------------------------------------------ -------------------- » »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< pj» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 17.74 Fw`INFALL INTENSITY (INCH. /HOUR) 2.39 -FECTIVE STREAM AREA(ACRES) = 3.91 TOTAL STREAM AREA(ACRES) - 3.91 p „PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.71 MiCONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE PNUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) or ----------------- ------------------------------------------- 1 14.12 12.05 3.018 .49 5.50 2 6.71 17.74 2.393 .49 3.91 WRAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE;'FORMULA USED FOR 2 STREAMS. UMMARY RESULTS: TREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 20.18 8.16 2 17.35 9.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: EAR FLOW RATE(CFS) = 20.18 TIME(MINUTES) 12.053 FFECTIVE AREA(ACRES) = 8.16 OTAL AREA(ACRES) = 10.81 ')W PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE _ 1 ..------------------------------------------------------------------------ » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< C ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: IME OF CONCENTRATION(MINUTES) = 12.05 r.. ilr RAINFALL INTENSITY (INCH. /HOUR) = 3.02 EFFECTIVE STREAM AREA(ACRES) = 8.16 TOTAL STREAM AREA(ACRES) - 10.81 AK FLOW RATE(CFS) AT CONFLUENCE • = 20.18' 1p ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 181.00 TO NODE 181.08 IS CODE 2 --------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE pm jpTC = K *[(LENGTH ** 3.00) /(ELEVATION CHANG ** .20 INITIAL SUBAREA rMW-LENGTH = 10. 00 UPSTREAM ELEVATION = 1296.50 :DOWNSTREAM ELEVATION = 1280.30 ELEVATION DIFFERENCE = 16.20 TC - .389 *[( 1000.00 ** 3.00)/( 16.20)] ** .20 14.062 !w 25 YEAR RAINFALL, INTENSITY(INCH /HOUR) 2.751 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLIINGS /ACRE SUBAREA LASS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 14.38 TOTAL AREA(ACRES) = 7.05 PEAK FLOW RATE(CFS) = 14.38 lw ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 'FLAW PROCESS FROM NODE 181.08 TO NODE 181.05 IS CODE 6 » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< STREAM ELEVATION 1280.30 DOWNSTREAM ELEVATION = 1278.30 STREET LENGTH(FEET) = 180.00 CURB HEIGTH(INCHES) S. TREET HALFWIDTH(FEET) = 20.00 ISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .240 !UTSIDE STREET CROSSFALL(DECIMAL) _ .260 6 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 p" * *TRAVELTIME COMPUTED USING MEAN FLAW(CFS) = 14.53 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. FPO THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLAW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLAW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .86 HALFSTREET FLOODWIDTH(FEET) - 4.55 AVERAGE FLAW VELACITY(FEET /SEC.) - 6.04 PRODUCT OF DEPTH &VELOCITY - 5.21 9TREETFLOW TRAVELTIME(MIN) _ .50 TC(MIN) - 14.56 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.694 OIL CLASSIFICATION IS "A" SIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS-RATE, Fm(INCH /HR) _ .4850 UBAREA AREA(ACRES) _ .15 SUBAREA RUNOFF(CFS) _ .30 FECTIVE AREA(ACRES) = 7.20 k ZRAGED Fm(INCH /HR) _ .485 OTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 14.38 9 6 3 DO ND OF SUBAREA STREETFLOW HYDRAULICS: .PEPTH(FEET) _ .85 HALFSTREET FLOODWIDTH(FEET) 4.51 FLAW VELOCITY(FEET /SEC.) 6.12 DEPTH *VELOCITY - 5.20 b. TOTAL (ON FIv 0- 2-0.76 eCS L.] 7 61- LOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE 1 ------------------------------------------------------------------------- *'" » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 14.56 RAINFALL INTENSITY (INCH. /HOUR) 2.69 EFFECTIVE STREAM AREA(ACRES) = 7.20 OF TOTAL STREAM AREA(ACRES) = 7.20 PE FL RAT AT C ONFLUENCE = 14.38 IF CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE ib NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- "w 1 20.18 12.05 3.018 .49 8.16 it 2 14.38 14.56 2.694 .49 7.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMKARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) ---------- -- - - - - -- --------- - - - - -- 33.83 14.12 2 31.98 15.36 ^OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ZAK FLOW RATE(CFS) - 33.83 TIME(MINUTES) 12.053 EFFECTIVE AREA(ACRES) = 14.12 „TOTAL AREA(ACRES)'- 18.01 FI FLOW PROCESS FROM NODE 181.05 TO NODE 181.06 IS CODE 3 ------------------------------------------------------------- ------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< W DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) - 5.8 UPSTREAM NODE ELEVATION = 1278.30 DOWNSTREAM NODE ELEVATION = 1277.90 FLOWLENGTH(FEET) = 130.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) 36.00 �-PIPEFLOW THRU SUBAREA(CFS) - 33.83 TRAVEL TIME(MIN.) = .37 TC(MIN.) N .013 NUMBER OF PIPES = = 12.43 1 FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< INFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE .;lME OF CONCENTRATION (MINUTES) = 12.43 RAINFALL INTENSITY (INCH. /HOUR) = 2.96 EFFECTIVE STREAM AREA(ACRES) = 14.12 TOTAL STREAM AREA(ACRES) 18.01 PEAK.FLOW RATE(CFS) AT CONFLUENCE - 33.83 v LZJ 0 'W - ',OW PROCESS FROM NODE 181.01 TO NODE 181.06 IS CODE 2 •------------------------------------------------------------------------ » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -== a-- assssassssssssaasaas =aaaaaaaasssaaaasa - sa =ssa =_ aasasa DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE po TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH - 1000.00 UPSTREAM ELEVATION = 1296.50 DOWNSTREAM ELEVATION = 1277.90 ELEVATION DIFFERENCE = 18.60 .- 6 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.797 i6 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) 19.67 sw TOTAL AREA(ACRES) 9.45 PEAK FLOW RATE(CFS) = 19.67 s r s ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 --------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.68 RAINFALL INTENSITY (INCH. /HOUR) = 2.80 rFECTIVE STREAM AREA(ACRES) = 9.45 JTAL STREAM AREA(ACRES) 9.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.67 FLOW PROCESS FROM NODE 181.04 TO NODE 181.07 IS CODE 2 -------------------------------------------- ----------------------------- 6 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « <• W DEVELOPMENT IS COMMERCIAL U TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLAW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1298.40 DOWNSTREAM ELEVATION = 1279.00 ELEVATION DIFFERENCE = 19.40 " TC - .304 *[( 1000.00 ** 3.00)/( .19.40)] ** .20 - 10.600 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.260 6 �SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LASS RATE, Fm(INCH /HR) _ .0970 !� SUBAREA RUNOFF(CFS) a 3. 93 TOTAL AREA(ACRES) 1.38 PEAK FLOW RATE(CFS) 3.93 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 181.07 TO NODE 181.06 IS CODE = 6. •------------------------------------------------------------------------ 4R ,� » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 1279.00 DOWNSTREAM ELEVATION 1277.90 STREET LENGTH(FEET) 370.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 ii ■, am pa DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 " INTERIOR STREET CROSSFALL(DECIMAL) = .240 60 - TTSIDE STREET CROSSFALL(DECIMAL) _ .420 f ""SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 is * *TRAVELTIME COMPUTED USING MEAN FLAW(CFS) = 4.51 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. + THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLAW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLAW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLAWDEPTH(FEET) = .72 w. . AVERAGE FLAW VELACITY(FEET /SEC.) _ 2.85 PRODUCT OF DEPTH &VELOCITY = 2.04 r STREETFLOW TRAVELTIME(MIN) = 2.16 TC(MIN) 12.76 R* 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.916 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = .46 SUBAREA RUNOFF(CFS) 1.17 EFFECTIVE AREA(ACRES) 1.84 TOTAL AREA(ACRES) 97 HR) = 1.84 PEAK FLOW RATE(CFS) = 4.67 pm END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .72 HALFSTREET FLOODWIDTH(FEET) = 3.23 FLOW VELOCITY(FEET /SEC.) = 2.95 DEPTH *VELOCITY 2.11 TO T '� L CON P gut: - O Q = Z �-.. L (�.: C FS FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 w -------------------------------------------------------------------- ------ » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< b » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< OR CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: j6 TIME OF CONCENTRATION(MINUTES) - 12.76 RAINFALL INTENSITY (INCH. /HOUR) = 2.92 . EFFECTIVE STREAM AREA(ACRES) - 1.84 TOTAL STREAM AREA(ACRES) = 1.84 'w PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.67 CONFLUENCE INFORMATION: STREAM PEAK FLAW TI " - 1 57.59 24.49 IN 2 55.70 25.41 3 57.15 24.77 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 57.59 TIME(MINUTES) 12.427 ilm ME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- e■ 1 33.83 12.43 2.963 .49 14.12 2 19.67_ 13.68 2.797 .49 9.45 30 3 4.67 12.76 2.916 .10 1.84 ai RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE -- NUMBER ------------------------------------ Q(CFS) AREA(ACRES) - - - - -- " - 1 57.59 24.49 IN 2 55.70 25.41 3 57.15 24.77 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 57.59 TIME(MINUTES) 12.427 ilm 0- EFFECTIVE AREA(ACRES) = 24.49 TOTAL AREA(ACRES) = 29.30 Ir1 " kir**** tktk** tktktk* tktk**** �k�k* tktk�tlr* tk* tk** tktktktktk* �r* �e* tR**** tk** �r*** �rtktk�r * *�Ar#r�r * * * *1r�r�rt�r�r PR FLOW PROCESS FROM NODE 181.06 TO NODE 190.00 IS CODE = 3 : --------------------------------------------------------------------- - - - - -- »» >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.5 UPSTREAM NODE ELEVATION = 1277.90 DOWNSTREAM NODE ELEVATION = 1269.00 (FEET; 660. 00 MANNI G S N .013 - ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 57.59 TRAVEL TIME(MIN.) _ .96 TC(MIN.) = 13.39 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) - 13.39 RAINFALL INTENSITY (INCH. /HOUR) - 2.83 EFFECTIVE STREAM AREA(ACRES) - 24.49 TOTAL STREAM AREA(ACRES) - 29.30 *"'nEAK FLOW RATE(CFS) AT CONFLUENCE - 57.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 191.11 TO NODE 191.12 IS CODE _ 2 --------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLAW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1281.50 DOWNSTREAM ELEVATION - 1272.70 pR ELEVATION DIFFERENCE = 8.80 ,TC .304 *[( 1000.00 ** 3.00)/( 8.80)] ** .20 - 12.416 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.965 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LASS RATE,.Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) 3.28 TOTAL AREA(ACRES) 1.27 PEAK FLOW RATE(CFS) _ 3.28. FLAW PROCESS FROM NODE 191.12 TO NODE 190.00 IS CODE 6 -------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««< w_.=j?STREAM ELEVATION 1272.70 DOWNSTREAM ELEVATION 1266.40 STREET LENGTH(FEET) = 320.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 20.00 ""DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 12.00 r pm IN INTERIOR STREET CROSSFALL(DECIMAL) = . 240 on OUTSIDE STREET CROSSFALL(DECIMAL) = .260 iWgPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .40 HALFSTREET FLOODWIDTH(FEET) = 2.77 '! AVERAGE FLAW VELOCITY(FEET /SEC.) = 5.19 PRODUCT OF DEPTH &VELOCITY = 2.07 STREETFLOW TRAVELTIME(MIN) = 1.03 TC(MIN) - 13.44 w 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.827 COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = .33 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) 1.60 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) - 1.60 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREETFLOW HYDRAULICS: 6 DEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) _ FLOW VELOCITY(FEET /SEC.) = 5.29 DEPTH *VELOCITY - 3.68 .81 3.93 c8*8302 2.82 2.18 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** pa FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE 1 I; 40 » » > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< r`ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 AP...: ME OF CONCENTRATION(MINUTES) - 13.44 iAINFALL INTENSITY (INCH. /HOUR) 2.83 EFFECTIVE STREAM AREA(ACRES) - 1.60 TOTAL STREAM AREA(ACRES) - 1.60 4W PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.93 FLOW PROCESS FROM NODE 191.00 TO NODE 191.13 IS CODE = 2 -------------------=-------------------------------------------------------- "" » » >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 - 1000.00 UPSTREAM ELEVATION = 1280.90 M DOWNSTREAM ELEVATION = 1267.80 ELEVATION DIFFERENCE - 13.10 TC - .389 *[( 1000.00 ** 3.00)/( 13.10)] ** .20 14.672 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.682 77 SOIL CLASSIFICATION IS " A " 4 RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) - 11.11 !R TOTAL AREA(ACRES) 5.62 PEAK FLOW RATE(CFS) iii LOW PROCESS FROM NODE 191.13 TO NODE 190.00 IS CODE = 6 -------------------------------------------------------- - - - - -- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< =ssas seams== s =s =ssss=sss --- Irr UPSTREAM ELEVATION = 1267.80 DOWNSTREAM ELEVATION 1266.40 STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) S. STREET HALFWIDTH(FEET) = 20.00 STANCE FROM CROWN TO CROSSFALL GRADEBREAK 12.00 r INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 so SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.02 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION - THAT- - NEGL - lB - E -- Of - THL STREET - CI NE'I - - -- THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. " STREET FLOWDEPTH(FEET) = 1.02 HALFSTREET FLOODWIDTH(FEET) - 5.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.41 PRODUCT OF DEPTH &VELOCITY - 4.50 STREETFLOW TRAVELTIME(MIN) - 1.13 TC(MIN) - 15.81 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.565 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 5.80 EFFECTIVE AREA(ACRES) = 8.72 AVERAGED Fm(INCH /HR) _ .485 iWTOTAL AREA(ACRES) = 8.72 PEAK FLOW RATE(CFS) = 16.32 3 02 - END OF SUBAREA STREETFLOW HYDRAULICS: _ -- ow"InPTH(FEET) - 1.08 HALFSTREET FLAODWIDTH(FEET) 5.40 +, SOW VELOCITY(FEET /SEC.) 4.67 DEPTH *VELOCITY - 5.05 lkWFLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE - 1 ---------------------------------------------------------------------------- pm » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 15.81 'RAINFALL INTENSITY (INCH. /HOUR) = 2.56 ilW EFFECTIVE STREAM AREA(ACRES) - 8.72 TOTAL STREAM AREA(ACRES) - 8.72 p►PEAK FLOW RATE(CFS) AT CONFLUENCE - 16.32 8� k�ktkak* tk�ttk* tktkdrtktktktk�k** �ktktkir�kir* �ktk�ttk�ktkak *tktktktktk�rtkakakakdrtk# tit*! t* tk�rtk* �ttkaktk *tk # * * *lrtkak *1r�k * * * ** l"FLOW PROCESS FROM NODE 300.10 TO NODE 180.10 IS CODE 2 -------------------------------------------------------------------- - - - - -- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLAW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1291.00 'WNSTREAM ELEVATION = 1281.30 _,EVATION DIFFERENCE = 9.70 ** .20 12.176 �TC .304 *[( 1000.00 ** 3.00)/( 9.70)] 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.999 SOIL CLASSIFICATION IS " A" ""COMMERCIAL SUBAREA LASS RATE, Fm(INCH /HR) _ .0970 im lir SUBAREA RUNOFF(CFS) = 3.13 p TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) 3.13 �w !R FLOW PROCESS FROM NODE 180.10 TO NODE 190.00 IS CODE = 6 i p --------------------------------------------------------------------------- »»> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 1281.30 DOWNSTREAM ELEVATION 1268.50 im STREET LENGTH(FEET) = 930.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTE3tXIOR - STREET CROS BEC1ZMAL) - - . 240 - - ,,,,,, OUTSIDE STREET CROSSFALL(DECIMAL) _ .260 vw SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 pa * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ ow STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 2.96 we AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.55 40 PRODUCT OF DEPTH &VELOCITY = 2.04 STREETFLOW TRAVELTIME(MIN) = 3.41 TC(MIN) = 15.59 on as 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.587 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm (INCA' /1 _ .0970 "- IUBAREA AREA (ACRES) .= .65 SUBAREA RUNOFF (CFS) _ jr ?FECTIVE AREA(ACRES) = 1.85 AVERAGED Fm(INCH /HR) _ .097 pw TOTAL AREA(ACRES) - 1.85 PEAK FLOW RATE(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: 'N' DEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) FLOW VELOCITY(FEET /SEC.) = 4.68 DEPTH *VELOCITY pm _ 3.86 1.46 4.15 C .& - * 83oz = 3.01 = 2.'5 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** W FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 { --------- - - - - -- ------- - - - - -- - - - - - -- - - -- -- ---------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONF STREAM VALUES « «< jW CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MINUTES) = 15.59 RAINFALL INTENSITY (INCH. /HOUR) 2.59 ri STREAM AREA(ACRES) - 1.85 TOTAL STREAM AREA(ACRES) - 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE - 4.15 a CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ----------------------------------------------------------- 1 57.59 13.39 - 2.834 .46 24.49 2 3.93 13.44 0, 3 16.32 15.81 im 4 4.15 15.59 2.827 .10 1.60 2.565 .49 8.72 2.587 .10 1.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. i "* 60 SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 6 -7------------------------------------------ 1 81.04 35.06 MR 2 80.90 35.11 wt 3 75.06 36.66 4 75.60 36.54 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.04 TIME(MINUTES) = 13.386 iii EFFECTIVE AREA(ACRES) = 35.06 TOTAL AREA(ACRES) = 41.47 an FLOW PROCESS FROM NODE 190.00 TO NODE 195.00 IS CODE = 3 " --------------------------------------------------------------------------- bi » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLAW IN 42.0 INCH PIPE IS 33.9 INCHES 60 PIPEFLOW VELOCITY(FEET /SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1266.40 ""DOWNSTREAM NODE ELEVATION - 1260.00 j FLOWLENGTH(FEET) - 910.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) 42.00 NUMBER OF PIPES 1 Om PIPEFLOW THRU SUBAREA(CFS) = 81.04 TRAVEL TIME(MIN.) - 1.56 TC(MIN.) = 14.94 :OW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE 1 ---------------------------------------------------------------------------- PR »» ;DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< y CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.94 P!RAINFALL INTENSITY (INCH. /HOUR) = 2.65 EFFECTIVE STREAM AREA(ACRES) = 35.06 TOTAL STREAM AREA(ACRES) - 41.47 ,,,, PEAK FLOW RATE(CFS) AT CONFLUENCE 81.04 pm FLOW PROCESS FROM NODE 191.01 TO NODE 195.00 IS CODE = 2 ---- ---- ------- -------- -------- -------------- ------------------------ »» ;RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE RESIDENTIAL -> 5 -7 DWELLINGS /ACRE iw TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH - 1000.00 UPSTREAM ELEVATION - 1280.50 DOWNSTREAM ELEVATION = 1260.00 ELEVATION DIFFERENCE = 20.50 TC .389 *[( 1000.00 ** 3.00)/( 20.50)] ** .20 13.415 JV 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.830 IIL CLASSIFICATION IS "A" �l._:;SIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) 11.12 TOTAL AREA(ACRES) - 5.27 PEAK FLOW RATE(CFS) = 11.12 im r FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE 1 --------------------------------------------------------------------------- iw' > » >DESIGNATE INDEPENDENT STREAM "FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 13.42 RAINFALL INTENSITY (INCH. /HOUR) = 2.83 EFFECTIVE STREAM AREA(ACRES) = 5.27 !! TOTAL STREAM AREA(ACRES) = 5.27 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.12 �, ) 04 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM -NODE - 192:90 TO - NODE - 195.00 IS COSE­ _ - - ---------------------------------------------------------------------------- P">>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 6 INITIAL SUBAREA FLOW- LENGTH = 660.00 UPSTREAM ELEVATION - 1269.40 "DOWNSTREAM ELEVATION - 1260.00 ELEVATION DIFFERENCE = 9.40 TC - .389 *[( 660.00 ** 3.00) /( 9.40)] ** .20 = 12.219 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.993 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) 10.00 ow'^')TAL AREA(ACRES) = 4.43 PEAK FLOW RATE(CFS) = 10.00 PR FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE 1 -------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) - 12.22 ,;RAINFALL INTENSITY (INCH. /HOUR) = 2.99 6MEFFECTIVE STREAM AREA(ACRES) - 4.43 TOTAL STREAM AREA(ACRES) = 4.43 pmPEAK FLOW RATE(CFS) AT CONFLUENCE = 10.00 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE Z lUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------ - - - - -- 1 81.04 14.94 2 11.12 13.42 3 10.00 12.22 2.653 .43 35.06 2.830 .49 5.27 2.993 .49 4.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO r ONFLUENCE FORMULA USED FOR 3 STREAMS: UMMARY RESULTS: REAM CONFLUENCE EFFECTIVE ; p_.jMBER Q(CFS) AREA(ACRES) ------------------------------------------ 8w 1 99.97 44.76 2 99.04 41.18 "' 3 97.26 37.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 99.97 TIME(MINUTES) = 14.942 EFFECTIVE AREA(ACRES) = 44.76 °'7TAL AREA(ACRES) = 51.17 i� FLOW PROCESS FROM NODE 195.00 TO NODE 191.04 IS CODE 3 ---------------------------------------------------------------------------- P" » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< 6 » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.2 INCHES PIPEFLOW VELOCITY(F$ET /SEC.) = 11.1 UPSTREAM NODE ELEVATION = 1260.00 -- DOWNSTREAM NODE ELEVATION = 1255.90 FLOWLENGTH(FEET) = 490.00 MANNINGS N = .013 IW ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 99.97 * „TRAVEL TIME(MIN.) = .74 TC(MIN.) = 15.68 ONFLOW PROCESS FROM NODE 191.04 TO NODE 191.04 IS CODE 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) 15.68 RAINFALL INTENSITY (INCH. /HOUR) = 2.58 7 "vFECTIVE STREAM AREA(ACRES) = 44.76 �TAL STREAM AREA(ACRES) = 51.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 99.97 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 191.02 TO NODE 191.05 IS CODE 2 -------------------------------------------------------------------- - - - - -- » >>>RATIONAL M INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE MTC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1281.00 DOWNSTREAM ELEVATION = 1267.70 ELEVATION DIFFERENCE = 13.30 TC = .389 *[( 1000.00 ** 3.00)/( __13.30)] ** .20 14.628 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.687 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, FZ(INCH/HR) _ .4850 V UBAREA RUNOFF(CFS) = 7.03 OTAL AREA(ACRES) - 3.55 PEAK FLOW RATE(CFS) = 7.03 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LOW PROCESS FROM NODE 191.05 TO NODE 191.04 IS CODE = 6 - ------------------------------------------------------------------ - - - - -- >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION 1267.70 DOWNSTREAM ELEVATION 1255.90 STREET LENGTH(FEET) = 840.00 CURB HEIGTH(INCHES) 8. "%TREET HALFWIDTH(FEET) = 32.00 v r a**************, k**************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** or RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) / Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 _ Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** "'EAST VILLAGE HYDROLOGY, LINE B • Q 100 YR * V.N.7J.M. , 3834 =02o, 11 /zs/1tlS11 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FILE NAME: A:EVLINEB.DAT TIME/DATE OF STUDY: 13:12 11/23/1988 Am===========================____ - - e ,USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ". -- *TIME-OF- CONCENTRATION MODEL*- - mo 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* is 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .980 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 'OMPUTED RAINFALL INTENSITY DATA: • 1rORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4700 SLOPE OF INTENSITY DURATION CURVE = .6000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - "FLOW PROCESS FROM NODE 108.05 TO NODE 109.00 IS CODE = 2 or » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE or TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 "`INITIAL SUBAREA FLOW- LENGTH = 550.00 & UPSTREAM ELEVATION = 1305.50 DOWNSTREAM ELEVATION = 1292.00 ELEVATION DIFFERENCE = 13.50 TC = .389 *[( 550.00 ** 3.00)/( 13.50)] ** .20 = 10.188 • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.259 SOIL CLASSIFICATION IS "A" "" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 & SUBAREA RUNOFF(CFS) = 10.19 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 10.19 rrn******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOW PROCESS FROM NODE 108.05 TO NODE 109.00 IS CODE = 1 • 5 » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< _____=====____=:= _ ========================== - .CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = .10.19 rr RAINFALL INTENSITY (INCH. /HOUR) = 4.26 - EFFECTIVE STREAM AREA(ACRES) = 3.00 r „ o TOTAL STREAM AREA(ACRES) = 3.00 ,AK FLOW RATE(CFS) AT CONFLUENCE = 10.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.03 TO NODE 109.00 IS CODE = 2 w »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ,,.DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE A TC_ K *_[. (LENGTH ** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW- LENGTH = 850.00 ' UPSTREAM ELEVATION = 1297.40 DOWNSTREAM ELEVATION = 1292.00 so ELEVATION DIFFERENCE = 5.40 TC = .389 *[( 850.00 ** 3.00)/( 5.40)] ** .20 = 15.890 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.262 * SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 -. SUBAREA RUNOFF(CFS) = 9.75 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 9.75 "******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 108.03 TO NODE 109.00 IS CODE = 1 �-. » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< > » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: - TIME OF CONCENTRATION(MINUTES) = 15.89 „ RAINFALL INTENSITY (INCH. /HOUR) = 3.26 EFFECTIVE STREAM AREA(ACRES) = 3.90 - TOTAL STREAM AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.75 err CONFLUENCE INFORMATION: - STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE • NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) .,. 1 10.19 10.19 4.259 .49 3.00 2 9.75 15.89 3.262 .49 3.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 164 CONFLUENCE FORMULA USED FOR 2 STREAMS. a SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) lr 1 18.69 5.50 2 17.25 6.90 - COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.69 TIME(MINUTES) = 10.188 r.FFECTIVE AREA(ACRES) = 5.50 ▪ )TAL AREA(ACRES) = 6.90 sow ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 109.00 TO NODE 181.05 IS CODE = 3 mot » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » > USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< = =s= = = == _______ :____ = = == Amax = = = == ______ == == =n === = = == = == ___ ''PTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES .PEFLOW VELOCITY(FEET /SEC.) = 9.1 UPSTREAM NODE ELEVATION = 1292.00 DOWNSTREAM NODE ELEVATION = 1278.30 FLOWLENGTH(FEET) = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.69 TRAVEL TIME(MIN.) = 1.73 TC(MIN.) = 11.92 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW - PROCESS FROM NODE 781.05 TO NODE 181.05 IS CODE _- 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< -- - - ==---.==================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 11.92 RAINFALL INTENSITY (INCH. /HOUR) = 3.88 EFFECTIVE STREAM AREA(ACRES) = 5.50 TOTAL STREAM AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.69 •,******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.02 TO NODE 109.10 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < 4VELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 780.00 UPSTREAM ELEVATION = 1300.00 DOWNSTREAM ELEVATION = 1294.00 ELEVATION DIFFERENCE = 6.00 TC = .389 *[( 780.00 ** 3.00)/( 6.00)] ** .20 = 14.777 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.408 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 5.52 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 5.52 k********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.10 TO. - NODE 181.05 IS CODE = 6 » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « « < UPSTREAM ELEVATION = 1293.20 DOWNSTREAM ELEVATION = 1278.30 STREET LENGTH(FEET) = 930.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 . 'TSIDE STREET CROSSFALL(DECIMAL) = .180 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.64 STREETFLOW MODEL RESULTS: M DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .480 lW'?UTSIDE STREET CROSSFALL(DECIMAL) = .260 P SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.39 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. irw THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLAW OCCURS OUTSIDE OF THE STREET CHANNEL. .. THAT IS, ALL FLAW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .73 HALFSTREET FLOODWIDTH(FEET) - 4.04 AVERAGE FLAW VELOCITY(FEET /SEC.) = 6.22 PRODUCT OF DEPTH &VELOCITY - 4.53 JiM STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) - 16.88 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.466 SOIL CLASSIFICATION IS "A" iW RESIDENTIAL -> 5 -7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 4.88 SUBAREA RUNOFF(CFS) = 8.70 "EFFECTIVE AREA(ACRES) = 8.43 AVERAGED FM(INCH /HR) _ .485 TOTAL AREA(ACRES) - 8.43 PEAK FLOW RATE(CFS) - 15.03 PR END OF SUBAREA STREETFLOW HYDRAULICS: 30� DEPTH(FEET) _ .83 HALFSTREET FLOODWIDTH(FEET) 4.41 G , 6 FLOW VELOCITY(FEET /SEC.) = 6.70 DEPTH *VELOCITY = 5.54 po ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r'LAW PROCESS FROM NODE 191.04 TO NODE 191.04 IS CODE 1 ---------------------------------------------------------------------------- i » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< lW>> >> >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: -TIME OF CONCENTRATION(MINUTES) = 16.88 RAINFALL INTENSITY (INCH. /HOUR) = 2.47 EFFECTIVE STREAM AREA(ACRES) = 8.43 TOTAL STREAM AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) AT CONFLUENCE - 15.03 CONFLUENCE INFORMATION: STREAM PEAK FLOW TI RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE J NUMB ER Q(CFS) AREA(ACRES) 1 114.71 52.59 2 109.78 53.19 FCOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 114.71 TIME(MINUTES) 15.679 EFFECTIVE AREA(ACRES) = 52.59 1"TOTAL AREA(ACRES) 59.60 uw ME INTENSITY FM EFFECTIVE NUMBER -------------------------------------------------------------- RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 99.97 15.68 2.577 .44 44.76 iI 2 15.03 16.88 2.466 .48 8.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE J NUMB ER Q(CFS) AREA(ACRES) 1 114.71 52.59 2 109.78 53.19 FCOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 114.71 TIME(MINUTES) 15.679 EFFECTIVE AREA(ACRES) = 52.59 1"TOTAL AREA(ACRES) 59.60 uw END OF STUDY SUMMARY: TOTAL AREA(ACRES) 59.60 'EFFECTIVE AREA(ACRES) = 52.59- '.AR FLO RATE (CFS) 114.71 —_ END OF RATIONAL METHOD ANALYSIS on ow M 3 w w 0 0 M s m 9+ U z x a as >4 0 w 0 z H H a -� A N • t i t- - ;� RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE. (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 in Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** *M EAST VILLAGE HYDROLOGY, LINE B Q 100 YR W FILE NAME: A:EVLINEB.DAT TIME/DATE OF STUDY: 13:12 11/23/1988 1, USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: "m -- *TIME-OF- CONCENTRATION MODEL * -- W USER SPECIFIED STORM EVENT(YEAR) 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 pm 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) _ .980 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 IMPUTED RAINFALL INTENSITY DATA: t rORM EVENT - 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4700 SLOPE OF INTENSITY DURATION CURVE _ .6000 err ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.05 TO NODE 109.00 IS CODE 2 E » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL —> 5 -7 DWELLINGS /ACRE us TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 "!INITIAL SUBAREA FLAW— LENGTH = 550.00 JJ UPSTREAM ELEVATION = 1305.50 DOWNSTREAM ELEVATION = 1292.00 ELEVATION DIFFERENCE = 13.50 TC — .389 *[( 550.00 ** 3.00)/( 13.50)] ** .20 = 10.188 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 4.259 SOIL CLASSIFICATION IS "A" RESIDENTIAL —> 5 -7 DWELLINGS /ACRE SUBAREA LASS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 10.19 TOTAL AREA(ACRES) 3.00 PEAK FLAW RATE(CFS) 10.19 WW PROCESS FROM NODE 108.05 TO NODE 109.00 IS CODE = 1 "J-------------------------------------------------------------------------- tj »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 1 ,,., CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = .10.19 am pm im RAINFALL INTENSITY (INCH. /HOUR) = 4.26 EFFECTIVE STREAM AREA(ACRES) = 3.00 jw TOTAL STREAM AREA(ACRES) = 3.0D .AK FLOW RATE(CFS) AT CONFLUENCE = 10.19 FLOW PROCESS FROM NODE 108.03 TO NODE 109.00 IS CODE = 2 --------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< a . DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE _TC_ - K* [ tLEKGTHL* *- 3 ,= � CELEVXTJ_QN GEj * * .2 0 INITIAL SUBAREA FLOW- LENGTH = 850.00 UPSTREAM ELEVATION = 1297.40 DOWNSTREAM ELEVATION = 1292.00 ELEVATION DIFFERENCE = 5.40 TC = .389 *[( 850.00 ** 3.00)/( 5.40)] ** .20 = 15.890 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.262 W SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 9.75 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) 9.75 jr FLOW PROCESS FROM NODE 108.03 TO NODE 109.00 IS CODE 1 o., » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: P" TIME OF CONCENTRATION(MINUTES) 15.89 j RAINFALL INTENSITY (INCH. /HOUR) = 3.26 EFFECTIVE STREAM AREA(ACRES) - 3.90 TOTAL STREAM AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.75 6 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME NUMBER RATE(CFS) (MIN.) on 1 10.19 10.19 2 9.75 15.89 r -- INTENSITY FM EFFECTIVE (INCH /HOUR) (IN /HR) AREA(ACRES) 4.259 .49 3.00 3.262 .49 3.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 18.69 5.50 2 17.25 6.90 ? COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: j W , PEAK FLOW RATE(CFS) = 18.69 TIME(MINUTES) = 10.188 rFFECTIVE AREA(ACRES) 5.50 3TAL AREA(ACRES) = 6.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** FLOW PROCESS FROM NODE 109.00 TO NODE 181.05 IS CODE 3 re » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< Aw » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< -eases seas - - - - - a eases - - -- a =asses - -- 7PTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES ,�PEFLOW VELOCITY(FEET /SEC.) - 9.1 UPSTREAM NODE ELEVATION - 1292.00 DOWNSTREAM NODE ELEVATION = 1278.30 FLOWLENGTH(FEET) = 950.00 MANNINGS N .013 poESTIMATED PIPE DIAMETER(INCH) 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 18.69 "!TRAVEL TIME(MIN.) = 1.73 TC(MIN.) = 11.92 - FLOW - PROCESS - FR0M -- N0M -- n 05TO NODE is COVE = -------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: #- TIME OF CONCENTRATION(MINUTES) - 11.92 RAINFALL INTENSITY (INCH. /HOUR) - 3.88 EFFECTIVE STREAM AREA(ACRES) = 5.50 ' „TOTAL STREAM AREA(ACRES) = 6.90 PEAR FLOW RATE(CFS) AT CONFLUENCE - 18.69 IN W FLOW PROCESS FROM NODE 181.02 TO NODE 109.10 IS CODE = 2 » » >RATION ME THOD INIT SUBAREA AN ALY S IS « «< ,,,'VELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE O* TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 j, INITIAL SUBAREA FLOW- LENGTH = 780.00 UPSTREAM ELEVATION = 1300.00 DOWNSTREAM ELEVATION = 1294.00 ` ELEVATION DIFFERENCE = 6.00 = lW TC = .389 *[( 780.00 ** 3.00)/( 6.00)] ** .20 14.777 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.408 p►SOIL CLASSIFICATION IS "A" ,RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.52 go TOTAL AREA(ACRES) - 2.10 PEAK FLAW RATE(CFS) 5.52 1pFLOW PROCESS FROM NODE 109.10 TO_-NODE 181.05 IS CODE - 6 W » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION == 19 DOWNSTREAM ELEVATION = = 1278.30 STREET LENGTH(FEET) 30.00 H STREET HALFWIDTH(FEET) = 18000 � DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .240 . -TSIDE STREET CROSSFALL(DECIMAL) _ .180 JW SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.64 ho STREETFLOW MODEL RESULTS: Ir NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) _ .61 HALFSTREET FLOODWIDTH(FEET) = 4.00 to AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.55 PRODUCT OF DEPTH &VELOCITY - 3.36 PoSTREETFLOW TRAVELTIME(MIN) - 2.79 TC(MIN) 17.57 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.072 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA DOSS RATE, Fm(INCH /HR) _ .4850 SU BARE A AR = 1 SUBA RUN OFF (C FS) = 4.21 EFFECTIVE AREA(ACRES) = 3.91 **AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) - 3.91 PEAK FLOW RATE(CFS) = 9.10 c"8 a3oo END OF SUBAREA STREETFLOW HYDRAULICS: - DEPTH(FEET) = .64 HALFSTREET FLOODWIDTH(FEET) = 4.21 m FLOW VELOCITY(FEET /SEC.) = 5.95 DEPTH *VELOCITY - 3.83 FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 - --------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) - 17.57 • IINFALL INTENSITY (INCH. /HOUR) 3.07 i ,eFECTIVE STREAM AREA(ACRES) = 3.91 TOTAL STREAM AREA(ACRES) - 3.91 SPEAK FLOW RATE(CFS) AT CONFLUENCE = 9.10 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 18.69 11.92 3.876 .49 5.50 06 2 9.10 17.57 3.072 .49 3.91 im RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ; CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) '00 ' - -- ------------ - - - - -- ------------ - r - - -- - - -- - 1 26.78 8.15 2 23.36 9.41 , COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.78 TIME(MINUTES) = 11.921 EFFECTIVE AREA(ACRES) = 8.15 TOTAL AREA(ACRES) = 10.81 DW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE 1 .! ------------------------------------------------------------------------- ji »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ccxx =ssxxs =axssaxxxxxxxxxxx = =e =a �xa =a=s= =x sssas "CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF-CONCENTRATION(MINUTES) - 11.92 pa im RAINFALL INTENSITY (INCH. /HOUR) = 3.88 so EFFECTIVE STREAM AREA(ACRES) = 8.15 6 TOTAL STREAM AREA(ACRES) = 10.81 EAK FLOW RATE(CFS) AT CONFLUENCE = 26.78 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.00 TO NODE 181.08 IS CODE 2 --------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< .� DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** . IN FLOW- LENGTH = 1 - „� UPSTREAM ELEVATION - 1296.50 DOWNSTREAM ELEVATION - 1280.30 ELEVATION DIFFERENCE - 16.20 TC = .389 *[( 1000.00 ** 3.00) /( 16.20)] ** .20 14.062 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.511 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LASS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 120 TOTAL AREA(ACRES) 705 PEAK FLOW RATE(CFS) 19.20 FLOW PROCESS FROM NODE 181.08 TO NODE 181.05 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< rt UPSTREAM ELEVATION = 1280.30 DOWNSTREAM ELEVATION - 1278.30 STREET LENGTH(FEET) = 180.00 CURB HEIGTH(INCHES) - 8. !* STREET HALFWIDTH(FEET) - 20.00 Yr DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 p" ow * *TRAVELTIME COMPUTED USING MEAN FLAW(CFS) = 19.40 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. 40 THE FOLLOWING STREETFLOW 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. taw STREET FLOWDEPTH(FEET) = ..97 HALFSTREET FLOODWIDTH(FEET) = 4.98 AVERAGE FLOW VELOCITY(FEET /SEC.) - 6.62 PRODUCT OF DEPTH &VELOCITY - 6.44 STREETFLOW TRAVELTIME(MIN) _ .45 TC(MIN) - 14.52 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.444 SOIL CLASSIFICATION IS "A" _ it. RESIDENTIAL-> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) .4850 SUBAREA AREA(ACRES) _ .15 SUBAREA RUNOFF(CFS) _ .40 FFECTIVE AREA(ACRES) = 7.20 �VERAGED Fm(INCH /HR) _ .485 jWiTOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) - 19.20 C c3 ®� END OF SUBAREA STREETFL40W HYDRAULICS: - ,.. DEPTH(FEET) _ .97 HALFSTREET FLOODWIDTH(FEET) 4.98 FLOW VELOCITY(FEET /SEC.) - 6.55 DEPTH *VELOCITY - 6.37 r r w TA- Cone /vcn'r'P 9- = 27 8 CFS ',OW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE 1 •------------------------------------------------------------------------ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< _ -- aaaaa - aaamaaaaaaaaaa --- - -- =a Pr CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.52 iW RAINFALL INTENSITY (INCH. /HOUR) = 3.44 EFFECTIVE STREAM AREA(ACRES) - 7.20 "TOTAL STREAM AREA(ACRES) - 7.20 Jj PEAK FLOW R ATE (C FS) A T CO = 1 9.20 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- a* 1 26.78 11.92 3.876 .49 8.15 to 2 19.20 14.52 3.444 .49 7.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO "CONFLUENCE FORMULA USED FOR 2 STREAMS. im SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE smNUMBER Q(CFS) AREA(ACRES) -------------------------------------------- ��' 1 44.85 14.07 2 42.57 15.35 ' )MPUTED. CONFLUENCE ESTIMATES ARE AS FOLLOWS: Syr. .:AK FLOW RATE (CFS) - 44.85 TIME (MINUTES) 11.921 EFFECTIVE AREA(ACRES) = 14.07 ,."TOTAL AREA(ACRES) - 18.01 !'"FLOW PROCESS FROM NODE 181.05 TO NODE 181.06 IS CODE 3 iw -------------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< f. "» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 'W DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) - 6.3 UPSTREAM NODE ELEVATION = 1278.30 DOWNSTREAM NODE ELEVATION - 1277.90 FLOWLENGTH(FEET) = 130.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) 42.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) - 44.85 TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 12.26 FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE 1 ---------------------------------------------------------------------- - - - - -- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ',NFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: W1iME OF CONCENTRATION(MINUTES) 12.26 RAINFALL INTENSITY (INCH. /HOUR) = 3.81 EFFECTIVE STREAM AREA(ACRES) = 14.07 „TOTAL STREAM AREA(ACRES) = 18.01 PEAK FLOW RATE(CFS) AT CONFLUENCE - 44.85 r io OW PROCESS FROM NODE 181.01 TO NODE 181.06 IS CODE 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< �xxxsxaxaxxxxaaxaoxaxo= cxcssss-- x-- xxaxsxxs saaaaxxxxaxs :x DEVELOPMENT IS IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE ETC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1296.50 O!DOWNSTREAM ELEVATION = 1277.90 ELEVATION D IFF ER ENC E = 18.6 TC = .389 *[( 1000.00 ** 3.00 /( 18.60)] ** .2 0 13.679 of 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.569 SOIL CLASSIFICATION IS "A" bi RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 26.23 "TOTAL AREA(ACRES) 9.45 PEAK FLOW RATE(CFS) 26. 23 �. f3 :# 3 0 � ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ; FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE 1 ------- ------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 13.68 RAINFALL INTENSITY (INCH. /HOUR) 3.57 'FECTIVE STREAK AREA(ACRES) = 9.45 iW ,JTAL STREAM AREA(ACRES) 9.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.23 FLAW PROCESS FROM NODE 181.04 TO NODE 181.07 IS CODE 2 '------------------ - - - - -- ------------------------------------------------ �#» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< omDEVELOPMENT IS COMMERCIAL W TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION - 1298.40 DOWNSTREAM ELEVATION - 1279.00 ELEVATION DIFFERENCE = 19.40 OTC = .304 *[( 1000.00 ** 3.00)/( - 19.40)] ** .20 - 10.600 it 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.159 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 ; SUBAREA RUNOFF(CFS) 5.05 TOTAL AREA(ACRES) = 1.38 PEAK FLAW RATE(CFS) = 5.05 FLOW PROCESS FROM NODE 181.07 TO NODE 181.06 IS CODE 6 ""j» »COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««< UPSTREAM ELEVATION 1279.00 DOWNSTREAM ELEVATION = 1277.90 ..STREET LENGTH(FEET) 370.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) - 24.00 ift tm it p.DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) - .240 "1TSIDE STREET CROSSFALL(DECIMAL) _ .420 po PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 io * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 5.80 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) _ . - FLOODWIDTH (FEET') 7 _ -- -- 3743 AVERAGE FLAW VELACITY(FEET /SEC.) - 3.13 PRODUCT OF DEPTH &VELOCITY - 2.50 STREETFLOW TRAVELTIME(MIN) = 1.97 TC(MIN) = 12.57 "a 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.755 6,SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) _ .46 SUBAREA RUNOFF(CFS) 1.51 EFFECTIVE AREA(ACRES) = 1.84 to AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 1.84 PEAK FLAW RATE(CFS) - 6 .06 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .81 HALFSTREET FLOODWIDTH(FEET) 3.46 FLAW VELOCITY (FEET /SEC. ) - 3.17 DEPTH *VELOCITY - 2.58 3 FLAW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE 1 r-------------------------------------------------- -------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< &i »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< !"CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) - 12.57 RAINFALL INTENSITY (INCH. /HOUR) = 3.75 .,EFFECTIVE STREAM AREA(ACRES) = 1.84 TOTAL STREAM AREA(ACRES) = 1.84 "PEAK FLOW RATE(CFS) AT CONFLUENCE - 6.06 !P CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY NUMBER RATE(CFS) (MIN.) (INCH /HOUR) o --------------------------------------- 1 44.85 12.26 3.811 AW 2 -2S-, 3 13.68 3.569 3 6.06 12.57 3.755 FM EFFECTIVE (IN /HR) AREA(ACRES) .49 .49 .10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO' CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: TOTAL STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) ------------------------------------ - - - - -- *�:.. 1 76.21 24.34 2 73.58 25.36 3 75.71 24.59 „.,COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 76.21 14.07 9.45 1.84 f ED Q = 309 ( f F9 I=L v E N AS FOLLOWS: TIME(MINUTES) = 12.265 0 �r EFFECTIVE AREA(ACRES) = 24.34 mw TOTAL AREA(ACRES) - 29.30 r P FLOW PROCESS FROM NODE 181.06 TO NODE 190.00 IS CODE 3 io --------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< #m » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< a =a - = =aaaa --asam a=aaaa DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.8 INCHES .PIPEFLOW VELOCITY(FEET /SEC.) = 12.6 'UPSTREAM NODE ELEVATION = 1277.90 DOWNSTREAM NODE ELEVATION = 1269.00 - FLOWLENGTH ( FEET)_ = - - 660 . U0 S - F - . ,M ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 76.21 I+TRAVEL TIME(MIN.) = .88 TC(MIN.) = 13.14 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ON » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: P•TIME OF CONCENTRATION(MINUTES) 13.14 RAINFALL INTENSITY (INCH. /HOUR) 3.66 EFFECTIVE STREAM AREA(ACRES) = 24.34 TOTAL STREAM AREA(ACRES) = 29.30 V.AK FLOW RATE(CFS) AT CONFLUENCE 76.21 iw , ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 191.11 TO NODE 191.12 IS CODE - 2 --------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< „„DEVELOPMENT IS COMMERCIAL f „TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 6 UPSTREAM ELEVATION - 1281.50 DOWNSTREAM ELEVATION = 1272.70 ELEVATION DIFFERENCE = 8.80 TC - .304 *[( 1000.00 ** 3.00)/( 8.80)] ** .20 = 12..416 100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.783 SOIL CLASSIFICATION IS "A" gi COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ - .0970 SUBAREA RUNOFF(CFS) 4.21 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) _ . 4.21 k�k*** tkdrak�ktktk* �kak�k* akak** �It�k�lealr�tak�k* akakdr* ak�ktk�taktk* �rakykaktktk�kdt**** �k* tk�r** ak�kdrakakdtakakaktkakdr *ak * *akakak FLOW PROCESS FROM NODE 191.12 TO NODE 190.00 IS CODE 6 1*» » >C0MPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< sasaaaaaaaaeaa�s =aa ----- - aa - -- OP;..e STREAM ELEVATION = 1272.70 DOWNSTREAM ELEVATION 1266.40 STREET LENGTH(FEET) = 320.00 CURB HEIGTH(INCHES) S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 12.00 wr in err INTERIOR STREET CROSSFALL(DECIMAL) = .240 PPOUTSIDE STREET CROSSFALL(DECIMAL) = .260 ECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 on * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 4.73 iM STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .45 w o HALFSTREET FLOODWIDTH(FEET) = 2.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.58 ift PRODUCT OF DEPTH &VELOCITY = 2.50 STREETFLOW TRAVELTIME(MIN) _ .96 TC(MIN) - 13.37 s• O1 0 0 YE RA INFALL INT / 3_ IL CLASSIFICA�T ON IS KAw WOMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) _ .33 SUBAREA RUNOFF(CFS) = 1.05 "FFECTIVE AREA(ACRES) = 1.60 AVERAGED Fm(INCH /HR) _ .097 !PTOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) - 5.07 ND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET) = 3.05 JLOW VELOCITY(FEET /SEC.) = 5.50 DEPTH *VELOCITY - 2.60 r. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE 1 --- - - - - -- ---------------------------------------------------------------- '>» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< t VALUES USED FOR INDEPENDENT STREAM 2 ARE: bo..ME OF CONCENTRATION (MINUTES) = 13.37 RAINFALL INTENSITY (INCH. /HOUR) = 3.62 FFECTIVE STREAM AREA(ACRES) - 1.60 �fOTAL STREAM AREA(ACRES) - 1.60 'PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 FLOW PROCESS FROM NODE 191.00 TO NODE 191.13 IS CODE 2 » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE IR 'C - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 • STREAM ELEVATION 1280.90 ENSTREAM ELEVATION = 1267.80 LVATION DIFFERENCE = 13.10 TC = .389 *[( 1000.00 ** 3.00)/( 13.10)] ** .20 14.672 I!100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.422 COIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 i UBAREA RUNOFF(CFS) = 14.86 OTAL AREA(ACRES) = 5.62 PEAK FLOW RATE(CFS) = 14.86 FLOW PROCESS FROM NODE 191.13 TO NODE 190.00 IS CODE 6 .,-» »COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< :.�_��_____�_____ ____ : : :_ _ 71 UPSTREAM ELEVATION = 1267.80 STREET LENGTH(FEET) = 300.00 STREET HALFWIDTH(FEET) = 20.00 DOWNSTREAM ELEVATION 1266.40 CURB HEIGTH(INCHES) 8. 1STANCE FROM CROWN TO CROSSFALL GRADEBREAK 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 ii OUTSIDE STREET CROSSFALL(DECIMAL) = .260 on SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 UK * * TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 18.76 STREETFLOW MODEL RESULTS: on NOTE: STREETFLOW EXCEEDS TOP OF CURB. TH E FOL STREETFLOW RESULTS ARE BASED ON THE ASSUMP THAT NEGLIBLE F__ W O_CMR$_UTSITSE OF THE STREET CHAML. Sam THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) - 1.15 HALFSTREET FLOODWIDTH(FEET) = 5.68 AVERAGE FLAW VELOCITY(FEET /SEC.) = 4.81 PRODUCT OF DEPTH &VELOCITY = 5.55 „STREETFLOW TRAVELTIME(MIN) = 1.04 TC(MIN) - 15.71 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.284 SOIL CLASSIFICATION IS "A" _ 6 RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) .4850 SUBAREA AREA(ACRES) - 3.10 SUBAREA RUNOFF(CFS) 7.81 EFFECTIVE AREA(ACRES) 8.72 6 AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) - 8.72 PEAK FLOW RATE(CFS) - 21.97 9302. END OF SUBAREA STREETFLOW HYDRAULICS: ". - EPTH(FEET) - 1.24 HALFSTREET FLOODWIDTH(FEET) 6.01 6 / LOW VELOCITY(FEET /SEC.) = 4.99 DEPTH *VELOCITY = 6.19 TOTkL- CoNr-t-vc - - Pk c.E! 26-5 C-F/ FLAW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 -------------------------------------------------------------------------- " » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 15.71 RAINFALL INTENSITY (INCH. /HOUR) 3.28 EFFECTIVE STREAM AREA(ACRES) - 8.72 TOTAL STREAM AREA(ACRES) = 8.72 "PEAK FLOW RATE(CFS) AT CONFLUENCE - 21.97 FLOW PROCESS FROM NODE 300.10 TO NODE 180.10 IS CODE 2 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLAW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1291.00 )WNSTREAM ELEVATION = 1281.30 40 - 4LEVATION DIFFERENCE = 9.70 TC - .304 *[( 1000.00 ** 3.00)/( 9.70)] ** .20 = 12.176 100 YEAR RAINFALL INTENSITY(INCH /HOUR)= 3.827 ,..SOIL CLASSIFICATION IS "A" ow COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) a .0970 irr SUBAREA RUNOFF(CFS) = 4.03 swTOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.03 Irr. "FLOW PROCESS FROM NODE 180.10 TO NODE 190.00 IS CODE = 6 IV -------------------------------------------------------------------------- » »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 1281.30 DOWNSTREAM ELEVATION 1268.50 ii STREET LENGTH(FEET) = 930.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) - 20.00 OR wDISTANCE FROM CROWN TO CROSSFALL GRA 12 .00 - INTERIOR SSFALL ( DECIMAL) w -- W OUTSIDE STREET CROSSFALL(DECIMAL) = .260 INSPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ** * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .51 .. HALFSTREET FLOODWIDTH(FEET) - 3.20 AVERAGE FLOW VELOCITY(FEET /SEC.) - 4.80 PRODUCT OF DEPTH &VELOCITY - 2.44 STREETFLOW TRAVELTIME(MIN) - 3.23 TC(MIN) - 15.41 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.323 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /M2) _ .0970 !�"! ^•TBAREA AREA(ACRES) = .65 SUBAREA RUNOFF(CFS) W..'FECTIVE AREA(ACRES) 1.85 AVERAGED Fm(INCH /HR) _ .097 "TOTAL AREA(ACRES) - 1.85 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .52 HALFSTREET FLOODWIDTH(FEET) _ FLOW VELOCITY(FEET /SEC.) 4.99 DEPTH *VELOCITY - 4.98 1.89 5.37 C. 6. .8 302-A 3.24 2 . ww FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE - 1 Vw>> > > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » > AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MINUTES) = 15.41 RAINFALL INTENSITY (INCH. /HOUR) = 3.32 EFFECTIVE STREAM AREA(ACRES) 1:85 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 5.37 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) --------------------------------------------- -------------- 1 76.21 13.14 3.656 .46 24:34 2 5.07 13.37 3.618 .10 1.60 3 21.97 15.71 3.284 .49 8.72 4 5.37 15.41 3.323 .10 1.85 ,„RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. w ON lw SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) = ------------------------------------------ 1 107.12 34.78 2 106.39 34.96 IM 3 99.22 36.51 4 100.15 36.34 jm COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 107.12 TIME(MINUTES) = 13.140 EFFECTIVE AREA(ACRES) = 34.78 on TOTAL AREA(ACRES) = 41.47 Pm FLOW PROCESS FROM NODE 190.00 TO NODE 195.00 IS CODE - 3 --------------------------------------------------------------------------- i "' » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 6 DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) - 10.6 UPSTREAM NODE ELEVATION - 1266.40 DOWNSTREAM NODE ELEVATION - 1260.00 FLOWLENGTH(FEET) = 910.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES 1 FRPIPEFLOW THRU SUBAREA(CFS) = 107.12 = TTRAVEL TIME(MIN.) - 1.43 TC(MIN.) 14.57 6 ,.,,OW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 Pq » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: C TIME OF CONCENTRATION(MINUTES) = 14.57 RAINFALL INTENSITY (INCH. /HOUR) - 3.44 EFFECTIVE STREAM AREA(ACRES) 34.78 TOTAL STREAM AREA(ACRES) = 41.47 pm PEAK FLOW RATE(CFS) AT CONFLUENCE - 107.12 it kaktk�r** �kakaktk* tkak** tktk***** tk*** dt* tkaktkAttk�t* tk�r** akak�ktktkak* tk** ak�tlt�ktk* tk * * *tkakak�tt4 * *dt�lt�t�ttk�tak *fit* M FLOW PROCESS FROM NODE 191.01 TO NODE 195.00 IS CODE = 2 iF -------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 ; INITIAL SUBAREA FLAW- LENGTH - 1000.00 UPSTREAM ELEVATION = 1280.50 DOWNSTREAM ELEVATION = 1260.00 ELEVATION DIFFERENCE = 20.50 MTC = .389 *[( 1000.00 ** 3.00)/( 20.50)] ** .20 13.415 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.611 'IL CLASSIFICATION IS "A" 6 ",. ESIDENTIAL-> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 1SUBAREA RUNOFF(CFS) = 14.83 TOTAL AREA(ACRES) = 5.27 PEAK FLAW RATE(CFS) = 14.83 p. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 » »DESIGNATE INDEP STREAM FOR CONFLUENCE « «< pm CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: iiTIME OF CONCENTRATION(MINUTES) 13.42 RAINFALL INTENSITY (INCH. /HOUR) = 3.61 EFFECTIVE STREAM AREA(ACRES) = 5.27 TOTAL STREAM AREA(ACRES) - 5.27 PEAK FLOW RATE(CFS) AT CONFLUENCE 14.83 7 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS' ROM - X=E --- I92 - . - DV - fi6 - RODE 193:IIQ - TS - "CODE - =__ z ------------------------------------------------------------------- » » >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 = 660.00 UPSTREAM ELEVATION = 1269.40 DOWNSTREAM ELEVATION = 1260.00 'ELEVATION DIFFERENCE = 9.40 TC - .389 *[( 660.00 ** 3.00) /( 9.40)] ** .20 12.219 00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.819 y SOIL CLASSIFICATION IS "A" _ RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) .4850 SUBAREA RUNOFF ( CFS ) = 13.29 c _ 8 . Z30? 'OTAL AREA(ACRES) 4.43 PEAK FLOW RATE(CFS) = 13.29 FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE 1 ---------------------------------------------------------------------------- »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 12.22 6 RAINFALL INTENSITY (INCH. /HOUR) = 3.82 EFFECTIVE STREAM AREA(ACRES) = 4.43 TOTAL STREAM AREA(ACRES) = 4.43 .PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.29 CONFLUENCE INFORMATION: ".STREAM PEAK FLAW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN/HR)-AREA(ACRES) ------------------------------------------------------- - - - - -- 1 107.12 14.57 3.436 .43 34.78 2 14.83 13.42 3.611 .49 5.27 3 13.29 12.22 3.819 .49 4.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: TREAM ' CONFLUENCE EFFECTIVE !m.JUMBER Q(CFS) AREA(ACRES) -------------------------------------- - - - - -- 1 132.88 44.48 2 131.64 41.72 3 128.96 38.39 4m COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: W PEAK FLAW RATE(CFS) = 132.88 TIME(MINUTES) = 14.572 EFFECTIVE AREA(ACRES) = 44.48 'OTAL AREA(ACRES) = 51.17 to ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 195.00 TO NODE 191.04 IS CODE 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< 0w »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< = --- =assx - =- �aa sr�• - -- =rasa == -- - a = =a=a= Po DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.2 INCHES i, PIPEFLOW VELOCITY(FEET /SEC.) - 12.0 UPSTREAM NODE - EL VATItN - i2 6fl:00 DOWNSTREAM NODE ELEVATION = 1255.90 ""FLOWLENGTH(FEET) = 490.00 MANNINGS 6 ESTIMATED PIPE DIAMETER(INCH) 51.00 PIPEFLOW THRU SUBAREA(CFS) 132.88 .." TRAVEL TIME (MIN. ) = .68 TC (MIN. ) N = .013 NUMBER OF PIPES = = 15.25 1 !"'FLOW PROCESS FROM NODE 191.04 TO NODE 191.04 IS CODE 1 irr » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 'CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) 15.25 RAINFALL INTENSITY (INCH. /HOUR) = 3.34 IP %'FFECTIVE STREAM AREA(ACRES) - 44.48 )TAL STREAM AREA(ACRES) = 51.17 PEAK FLOW RATE(CFS) AT CONFLUENCE - 132.88 sm FLOW PROCESS FROM NODE 191.02 TO NODE 191.05 IS CODE - 2 ^--------------------------------------------------------------------- 6 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< W DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE rw= - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 m UPSTREAM ELEVATION - 1281.00 DOWNSTREAM ELEVATION - 1267.70 ELEVATION DIFFERENCE = 13.30 IN TC - .389 *[( 1000.00 ** 3.00)/( _13.30)] ** .20 = 14.628 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.428 IN SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, FM(INCH /HR) _ .4850 qj SUBAREA RUNOFF(CFS) 9.40 TOTAL AREA(ACRES) = 3.55 PEAK FLOW RATE(CFS) = 9.40 i FLOW PROCESS FROM NODE 191.05 TO NODE 191.04 IS CODE = 6 ► >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBARE « «< UPSTREAM ELEVATION = 1267.70 DOWNSTREAM ELEVATION 1255.90 STREET LENGTH(FEET) 840.00 CURB HEIGTH(INCHES) = S. " HALFWIDTH(FEET) - 32.00 on Yr DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 24.00 6 INTERIOR STREET CROSSFALL(DECIMAL) _ .480 ^*JTSIDE STREET CROSSFALL(DECIMAL) • = .260 RN SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 15.29 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. irr THE FOLLOWING STREETFLOW RESULTS ARE ON THE ASSUMPTION THAT NEGLIBLE FLAW OCCURS OUTSIDE OF THE STREET CHANNEL. *�* THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .84 HALPSTRE£T FLOOBWIlMUf FEET) _- - . 4 - - AVERAGE FLAW VELOCITY(FEET /SEC.) = 6.66 PRODUCT OF DEPTH &VELOCITY - 5.58 Im STREETFLOW TRAVELTIME(MIN) = 2.10 TC(MIN) - 16.73 �. 100 Y EAR RAINFALL INTENSITY(INCH /HOUR) 3.163 RESIDENTIAL-> I SUBAREA LOSS RATE, FM(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 4.88 SUBAREA RUNOFF(CFS) 11.76 - EFFECTIVE AREA(ACRES) 8.43 J„AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) - 8.43 PEAK FLOW RATE(CFS) 20.32 ?"END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .95 HALFSTREET FLOODWIDTH(FEET) 4.88 $ o S FLOW VELOCITY(FEET /SEC.) - 7.23 DEPTH *VELOCITY 6.86 C• B in- FLOW PROCESS FROM NODE 191.04 TO NODE 191.04 IS CODE 1 ------------------------------------------------------------------- - - - - -- PR » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< iw » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< s'CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: W TIME OF CONCENTRATION(MINUTES) = 16.73 RAINFALL INTENSITY (INCH. /HOUR) 3.16 EFFECTIVE STREAM AREA(ACRES) - 8.43 TOTAL STREAM AREA(ACRES) = 8.43 �WPEAK FLOW RATE(CFS) AT CONFLUENCE - 20.32 PP CONFLUENCE INFORMATION: `STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) --------------------------------- 1 132.88 15.25 ------------------------ 3.343 .44 44.48 ail 2 20.32 16.73 3.163 .48 8.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------------- -------------------------- 152.66 52.16 2 144.95 52.91 COMPUTED CONFLUENCE ESTIMATES E AS FOLLOWS: PEAK FLOW RATE(CFS) 66 ) 15.254 ow EFFECTIVE AREA(ACRES) = 52.16 TOTAL AREA(ACRES) - 59.60 w. No p A END OF STUDY SUMMARY: 6,TOTAL AREA(ACRES) 59.60 !� ^FFECTIVE AREA(ACRES) = 52.16" .AR FLAW RATE(CFS) 152.66 : END OF RATIONAL METHOD ANALYSIS i r lw IN r IM I ot o Ln 6 9 MR as p� _______ -------- ____ --- ___________________________ --- ______ --- _____ --- ____________- ****************+******************************************************+**** RATIONAL MITHOD HYDROLOGY COMPUTER PROGRAM PACKAGE /— 0eference: !986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Ani Copyrignt 1583,86 Advanced Engineering Software (aes) m Ver. 4.!C Release Date: 5/11/87 Serial # 100906 W" Esoecially preoared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** * EAST VILLA6E HYDROLOGY, LINE D * m� * Q 25 YR * * VENKI.N. .3N 3810-020, 9/9/88 * +^ -- FILE NAME: A;EVLINED.DAT TIME/DATE OF STUDY: 17:15 9/10/1888 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 UP GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *JSER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* Q-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .980 _ .100-YEAR STORM 60-MINUTE IWTENSITY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: - STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.1520 SLOPE �- INTENSITY DURATION CURVE = �w r . 6000 FLOW PROCESS FROM NODE 401.30 TO NODE 401.31 IS CODE = 2 ____________________________________________________________________________ )))}}RATIONAL METhUD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE 3.00>/ (ELEVATION CHANGE)]** .20 of INITIAL SiBAREA FLOW-LENGTH = 660.00 UPSTREAM E�EVATION = 1270.25 DJWNSTREAM ELEVATION = 1262.97 ELEVATION DIFFERENCE = 7 . 28 ~- TC = . L89*[ ( 860.00** 3.00)0 7.28)3** .20 = 15.283 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.617 ~- SOIL CLASSIFICATION IS "A" W� RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 7.27 w� TOTAL AREA(ACRES) = 3.79 PEAK FLOW RATE(CFS) = 7.27 bw MR �� �� rn FLOW PROCESS FRDM NODE 401.31 10 NODE 401.33 IS CODE = 6 m� ____________________________________________________________________________ /-` }}>)}C0MPjTE STREETFLOW TRAVELTIRE THRU SUBAREA<<<<< ============================================================================ ELEVATID% = I262.97 DOWNSTREAM ELEVATION = 1253.82 S7REET LENGTH(FEET) = 360.00 CURB HEIGTH(IWCHES) = S. STREET mAuFWIDTH(FEE7) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 ~� OUTSIDE STREET CROSSFALL(DECIMAL) = . 260 |� SPECIFIED NUMBER OF HA"FSTREETS CARRYING RUNOFF = 1 No mw **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.27 STREETFLLW MODEL RESULTS: ON STREET FLOWDEPTH(FEET) = .52 _ nALFSTREcT FLOODWIDTH(FEET) = 3.24 NO AVERAGE FLOW VELGCITY(FEET/SEC. ) = 6.76 PRODUCT OF DEPTH&VELOCITY = 3.52 °o STREETFLOW TRAVELTIME(MIN) = .89 TC(MIN) = 16.17 is 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2~530 ps SOIL CLASSIFICATION IS "A" . COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 �� SGBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 3.79 AVERAGED Fm(IWCH/HR) = .485 �^ TOTAL AREA(ACRES) = 3.79 PEAK FLOW RATE(CFS) = 7.27 END OF SUBAREA STREETFLOW HYDRAULICS: DE�T�(FEE�) = 52 HALFSTREET FLOODWIDTH(FEET} = 3 . 24 . F�DW VELOCITY(FEET/SEC.) = 6.76 DEPTH*VELOCITY = 3.52 ip PLO, PROCESS FROM NODE 401.32 TO NODE 401.33 IS CODE = 8 p� ____________________________________________________________________________ >>}>>ADDITIOW OF 56BAREA TO MAINLINE PEAK F"OW<(<(< ============================================================================ 25 YEAR RAINFALL INTEWSITY(INCH/HOUR) = 2.530 SOIL CLASSIFICATION IS "Ax RESIDENTIAL-} 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SWBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 4.51 EFFE071VE AREA(ACRES) = 6.24 AVERAGED Fm(INCH/HR) = .485 ^ TOTAL AREA(ACRES) = 6.24 PEAK FLOW RATE(CFS) = i1.48 70MIN> = 16.17 **************************************************************************** OR FuD" PROCESS FROM NODE 40.33 TO NODE 401.24 lS CODE = 6 ---------------------------- in ----------------------------------------------- >>>>>CONPUlE STREETFwQ" TRAVELTIME THRJ SUBAREA<<<(< INN ON �� IN REA� 0.1 = 1253.82 DOWNSTREAM ELEVATION m� LENo i r� (FC-E i} = 38@.0N CURB HEIG7i�(lNCHES) = 8. S�R k i� 1D7 r-.(FEE7) = 20.�0. dW DISTA�CE C���� TG CR"U GRADEBREAK = 12.2 0 S�REET C�'�SSFA DECIMA .240 on O%J 76 1[}E S7R,:-:'E7 0 R0SSFA' L(DECIMAL) m� SPECIFI'ED �LjkBER OF hALFSTREETS CARRYING RUNOFF = 1 �� **T�AVELTI�E COMPUTED USING MEAN FLOW(CFS) = 11.48 STREETFLOW �ODEL RESjLTS: NO7E: STR�ETFLOW EXCEEDS TOP OF CURB. ~� TriE FOLLC�;ING STREETFLUW RESJLTS ARE BASED ON THE ASSUKPTION T�AT NE-EGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. v� TinAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET F"u = .74 MML-FS�REET FLOODWIDTH(FEET) = 4.09 w A�ERAGE FLO� VELOCITY(FEET/SEC.) = 6.11 PR�DUCT u F DEPTh&VELOCITY = 4.52 r� S���ETFLGw TRAV�LTIME(MIN) = 1.04 TC(MIN) = 17.21 m� 25 �EAR �AINFALL I Ni TENSITY( IN bR) d� CH/HO = L. �0 tq�� COL `- =* S��L C�ASS�FI�ATION IS ''A'' C0M�ERCIAL Su BAREA L-OS'S RATE, Fm(INCH/HR) = .0970 ow S`jBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 6.24 07- AVERAGED Fm(- = .485 TOTA� AREA(ACRES) = 6.24 PEAK FLOW RATE(CFS) = 11.48 `- -�= ' END OF SUBA �� �� STREETFLOW HYDRAULICS: ==mmmm-o° DEPTH' (FEET) = .74 HALFSTREET FLOODWIDTH(FEET) = 4.09 FLC'vly VEL-GCI7Y(FEET/SEC.> = 6.11 DEPTH*VELOCITY = 4.52 dw _c)148/ 0 / tl 2�� ',61, 62 = �24-"4 j |`4 a **************************************************************************** PRZi SS FRO� NODE 401.24 TO hODE 401.24 IS CODE = 1 ____________________________________________________________________________ lNDEPENDENT STREAM FOR CONFLUENCE((<(( ============================================================================ 1� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CO�CE�TRATIOW(M%NUTES> = 17.21 ~� :R AI A�L I�TEWSITY (INCH./'OUR) = 2.44 EFF�CTIVE STREAM AREA (ACRES) = 6.24 �JTAL S�FREAm AREA(ACRES > = 6.24 FLOW RATE AT CONFL�EN�E = 11.48 **************************************************************************** �w FLOW PROCESS FROM NODE 4m1. C-0 TO NODE 401.21 IS CODE = 2 ____-____-______-_____________________-___________________-___-_____________ >}>>>RATIOWAL �ETHJD lNITIAL SUBAREA AhALYSIS<<<<< DEVEL0P�ENT �am SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE aw c� NO 7C = K*Z(LEN27h** 3.00)/(ELEVATIDN CHANGE):** .2Z :N:71Ai_ 90BAREA F"05-LENGTH = 790.00 be L737REAN E"EVA711% = Q67.05 1- DOWNSTREAM E-EVA711N = 1259.83 ELEVATION DIFFERENLE = 7.22 ME TO - .369*CC 73Z.Z0** 3.00)/( 7.22)3** .20 14.349 25 YEAR RAINFALL !N7ENBITY(IN0&/HOLR) 2.7i6 No SQ. CLASSIFICATION IS "A" WE RESIDENTIA -) 5-7 DwELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .485Z S=BAREA RUNOFF(CFE) 6.73 on 707AL AREA (ACRES) - 3.35 PEAK FLOW RATE (CC S) 6.73 FLOW PROCESS FROM NODE 401.21 TO NODE 401.24 13 CODE 6 ---------------------------------------------------------------------------- 05lCOmPUTZ STREETFLEW 7RAVELTIME THRU SUBAREA<(<<( UPS TREAx ELEVA7:Ow 1259.63 DOWNSTREAM ELEVATION 1248.60 STREET wENG7A( pEE7) 490.00 CURB HEIGTH(INCHES) S. 87REET HALFWIDTH(FEET) = 2Z.00 D127AN:E FROM CROWN TO CROSS ALL GRADEBREAK 12.00 INTERIOR STREE7 CROBST ILL (DECCAL) = .240 017SIDE STREET C ROSS FALL (DECIMAL) = .260 SPECIFIED NUMBER OF HALTS TBEETS CARRYING RUNOFF = i **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.70 67REE7FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) .58 ON HALF STREET FLOODWIDTH(FEET) = 3.46 ME AVERABE FLOW VELOCITY(FEET/SEC.) = 6.80 PRODUCT OF DEPTH&VELOCITY = 3.96 27REE7F"06 7RAVELTIME(MIN) = 1.20 TC(MIN) = 15.55 ME No E5 YEAR RAINFA-L !WTENSITY(INCH/HOUR) 2.510- Ell" Z-ASEXICATIDN is "A'' ON RZSIDEX7IAL-) 5-7 DQE�LINOSXORE SUBAREA LOSS RATE, Fm(IN•H/HR) .4850 Is ELLAREA AREAVACRES) = 2.(L.r6 SUBAREA RUNOPF(CFS) 3.S4 EFFE071VE AREA(ACRES) 5.43 A02RAGED FMOINCH/hA) .465 Em TZA- ARCRES) = 5.43 PEAK FLOw RATE(OFS) = 10.23 7 AREA qw Z�Z OF SIBAREA S7REE7FLL& HYDRAULICS: LE77M(FEET; - .63 &A"FSTREET FLOODWIDTH( FEET ) 3.6L go F.01 VL.0Z:7Y(FEE7/SE&) = 7.07 DEPTm*VELOCITY = 4.46 fw F-3, PROCESS FRLM NODE 401.24 TO NODE 401.24 IS CODE I ---------------------------------------------------------------------------------- )jTj)DES!2AATE !NDZPENDENT STREAM FOR CONFLUENCE((((< j>)>iAND COMPL7E VARIOUS CONFLUENCED STREAM VALUES((((( OONP�j&ZE VAL�ES jGEO FOR 1NDEPENDENT STREAM 2 ARE: 4 an ra 777 Aw 40 7. L7 ZCKZZA7RA7:&%(x:nL7E3) 1 E. 5 5 RX:AFA". 1A7ZA3Z7Y 2.59 ZFTZ:7!VE E742kX AREA(ACRES) 5.43 =A. 57REAX AREA(AZRES; - 5. 03 TZAK T.ZA RA7ZQFS) A7 CONFLUENZE 10.29 ZZ&F"WENZE :NF3RmA7!ON: s7REAM PEAK F-ow 7:ME !NT ENS 17Y FA EFFE071va E Z R RATZ078; (MIN.) (INCH/mOUR) (IN/HR) AREA (ACRES) ll.qs i7.2i 2.437 .43 6.24 2 iz.zi 15.5z 2.500 .49 5.43 RA:xFA.. 1 N7ZN8:7Y AND TlxE OF CONCENTRATIGN RATIO FORAU"A USED FOR 2 SYREAMS. RESIL73; S7REA, CONFLLENCE EFFECTIVE i"._,NBZT :107s) AREA(ACRES) Ll.zz 1i 67 0.46 11.07 C•�T.= CZ"7.•JENLZ ES7:MATES ARE kS FOLLOWS: qw PEAK F-Ow RA7EGFS) = 21.48 71ME It{ INUTCS) 15. 5501 ZFFZZ7!VE ARZA=ZRZS) ii.07 ow 7'1L7A. AREA&ACRZS) = Si. G! "IrIc iw ON -1-11 FLSW ARDIELL PROM NODE 40I.L4 TO NODE 40l. L5 :S CODE 3 ---------------------------------------------------------------- PIPEFLW TRAVELTIME THRU SUBAREA((((( ) i)>>j3!X3 COMPX ER-ES 71MATED PIPESIZE (NON-PRESSURE FLGW)((C(< iw DZP7& OF FLOW IN 24.0 INCH PIPE IS i6.9 INCHES PIPEF"DW VELOClTVXEET/SEC.) = 9.1 Me LP87REAM NODE ELEVATION = 1248.80 lw =wN27REAm NOwE CLEIV A i i i. N= 1244.30 F_0n_EN3T4(FEET) = 340.03 MANNINGS N .013 OR ES711A= PIPE L:AMETER(INCH) 24.00 NUMBER UF PIPES GiBAREACOFS) = vo aw4a TRAVZ" TIME(ml%) .63 TC(MIN.) 16.18 F"Ll PROCESS FRLM NODE 40i.L3 73 NODE 401.25 18 CODE ----------------------------------------------------------------------------------- Q>>)DESIGNA7E INDEPENDENT STREAM FOR CONFLUENCE < < < < < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.18 RAINFALL INTENSITY (INCH./HOUR) 2.53 EFFECTIVE STREAM AREA(ACRES) = 11.07 TOTAL STREAM AREA (ACRES) ,= 11.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.48 ow va -I- go FLOW PROCESS FROM NODE 409.0 !Z NODE 401.L5 !S COD2 - ---------------------------------------------------------------------------- ON " >10>RATIONAL METHOD 1NITIW" SjBAREA ANALYSIS<(<<< DEVELOPMENT IS SINOLE FAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRZ me 60 TC = K*E (LEND TH** 3.00)/(ELEVATION CHANSE)3** .20 INITIAL SUBAREA FLOW-LEND 7H - QZZ.Z0 No UPSTREAM ELEVATION = 1260. 40 DOWNSTREAM ELEVATION = 1244.10 im ELEVA7ION DIFFERENCE = 16.10 TC = .369*Z( !ZZZ.ZO** 3.00)/( 16.10)3** .20 14.07 As 25 YEAR RAINFALL !N7ENSITY(INCH/HOUR) 2.749 ME SOIL CLASSIF:CATION IS "A'' RESIDEN7I1--I"-T 5-7 DWELLINGS/•CRE SiBAREA LOSS RATE, Fm(1ACh/HR) .4ZQ. S6BAEA R R UNOFF(CFS) 13.64 7g TL 7A- AREACACRES) = 6.79 PEAK FLO" RATE(CFS) 13.64 FLOW PROCESS FRDM NOLE 401.25 70 NODE 401.25 18 CODE ----------------------------------------------------------------------------- )?))QZSI3NA7E !NDZPENDEN7 STREAm FOR CONFLUENCE((((( COMPUTE VARIOUS CONFLiENCED STREAM VALUES ((((< CZNF-jENZE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 72XE OF CONCEN7RATION(MINUTES) 14.06 014 RAINFALL X TENS ITY (INCH./HOUR) 2.75 N, EFFE071VE STREAM AREA(ACRES) = 6.79 on 70TA. STREAM AREA(ACRES) = 6.79 PZAA F"Ce RATE(CFS) AT CONFLUENCE 13.64 be CONF-1ENCE 1N1-ORMA713N: um ETRZAm PZAA Flow 71ME !NT ENS: 7Y FM EFFE07:VZ bw NOMSER R1-1T00FS; &M IN. ) QNCH/mOUR) (IN /f' R) AREA (ACRES, -------------------------------------------------------------- 1 L1.46 16.16 2.523 .43 1 07 L 12.84 14.Zo L.74S .4S Z.7'� AAINFA." lN7ENSITY AND T1mE OF CONCENTRATION RATIO =wF"WEmCE FORmi"A LSEL TOR 2 S7REAMS. simmAky RESiLTS. s7RZAN ZZNFLUENCE E7FEZ7:WZ NIMSET A&CF0 AREA(ACRES) -------------------- 7 ------------------- 33.S7 17.66 2 34.54 0.4L COnPOTED CONF"UENCE ES71mA7ES AmE AS FOLLOWS: PEAn F Ow RA720FS) - 34.54 TIME(MINUTES) = 14.00� EFFE271VE AREAAACRES) 0.42 7zTA- RREAKACRZE) 0.4L xv Aw i I, i I IN 10 "I'l 1 WIN � h FLO& PR3ZESZ FRIM NODE 401.= TO NOLE 468.LZ :S COLE 3 ................................................................................ );)))COMPj7E PIPEFLIN 7RAVELTIME 7nRj SLBAREA<((<kl 1 j!;)w3ING CZxPj7ZR -ZS 7ImATED PIPESIZE D27 7h OF 7.Z1 lN ZZ.0 INCH PIPE IS 27.5 :xCHES PIPEF�ww VE-cC17yfFzE7/3EC.) = 5.5 UP27RZAA NLLZ E.EQA7!CN - 1244.30 D3"NS7RZkm NODE ELEVA71DN 1243.50 F-ZWLEA07h0EE71 = 310.00 MANNINGS N .013 2GTXA7ED PIPE DI1-5mE7ER(I1ZiCH) 33.00 NUMBER OF PIPES J. aw P:PZ7.Z" 7HRO 5j•AR(_AQFS) ^^ 34.54 7RAVE- TIME40%.) .93 TC(MIN.) 15.01 we FLOvv PROCESS FRIM NODE 40• .LZ TO NODE 408.&Q Q CODE ----------- 7 --------------------------------------------------------------- ))??)DESIGNATE INDEPENDENT STREAM FUR CONFLUENCE((((< CONPLiENZE VALLEE USED FLR INDEPENDENT STREAM I ARE: w 4 ":ME OF ZQNCZN7RA7I3N(MZNjTES) 15.01 RAINFALL 1 NTENS17Y (INCH./HOUR) 2.6-3 Wo EFFEZT;VE 37REAx AREA(ACRES) = 16.42 70TAL STREAM AREA(ACRES) = Q.46 No PEAA FLOW RATWOFS) AT CONFLUENCE 34.54 F-sw PROCESS FROM NODE 401.10 TO NODE 401.11 IS CODE 2 ----------------------------------------------------------------------------- )))))RA7IONAL METHOD INITIAL SUBAREA ANALYSIS((((( DEVELOPMENT :3 SINGLE PAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRE or 71 = KQVLZN3Tn** 3.001/0LEVATION CHANGE) D** EZ INITIAL LLEARZA FLOW-LEN37H = 600. 0 SPETREAm ELEVA711N = 1264.50 ZOWNETRZAA 2-2=713& = 1257.52; ELEVATION DIFFERENCE = 7.00 71 = .38s*[C 600.00** 3.00)/( 1.00)1** .20 12.241 LS YEAR RA:NFALL !N7ENSlTYQN0H/hOUR) 2.990 Sol_ is "Ail RZ5:DZ&T:A.-? 5-7 DWELnINGS/ACRE SaSAREA LOSS RATE, Fm(!NCH/HR) .465z. SUBAREA RUNOFF(CFE) 7.55 TOTAL AREACACRES) = 3.35 PEAK FLOW RATE (CFS) 7.55 FLOW PROCESS FROM NODE 40i. 11 TO NODE 406.20 IS CODE G 04 0)000&Pj7Z S7REE7FLDW TRAVELTIME THRO SUBAREA(<<<< jPS7RZAM E-EVATION 1257.50 DOWNSTREAM ELEVATION 1243.50 a lav No or 7 G rql no STREZ7 !ZQ7n0EZ7) = Ess.zz CURB &EI3THC:NOmES! - 6. S7REE7 hA.FW:Z7mQFEE7) , LO.ZZ D167Aazz FRZM CaXN TL CROSS FALL GR•DEB•EAK 1L. O.,� !NTE(\IGR S7RZE7 = .240 C.73= G7RZZ7 CROSSFA-LILZOINA") = .260 ON SPECIFIED NUMBER OF NALFSTREE7S Of' RRYIN3 RUNOFF = i in N*T1\AQE.7XE COMPiTED USING MEAN F LOW (CFSj 1=7 so STREE7FLDW MODEL RESu.TS: 67RZET F"GWDEPTH(FEET) .63 40 hALFSTREET FL1-!ODWID71i (1'EET) = 3.66 AVERAGE F.Ox VELOCITY(FEET/SEC.) - G.% 04 PRODOZ7 OF DEP7m&VELOC17Y = 4.37 No S7RZE7 7&AVELTIME(MIN) = i.64 TC(MIN) 13.66 No 25 YEAR RAINFALL !NTENSITY(INCH/hOUR) 2.773 SOZL CLASSIF:CATION IS % go RESIDZNT:A"Q 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) SiBAREA AREA (ACRES) - 2.43 SUBAREA RUNOFF(CFS) 5.05 ON EFFECTIVE AREAlAIRES) 5. SO so AVERAOEL TmQNOH/&R) .485 7Z TA. AREA(AORES) = 5.60 PEAK FLOW RA7E(CFS) = 11.94 pm END IF SUBAREA STREETFLOW HYDRAULIC& DE;7n(FEET) - .69 HALO' STREET FLOODWIDTH(FEET) 3.90 wo FLOW VEnOC17Y( FEE T/SEC.) 7.09 DEPTH*VELOCITY = 4.90 FLOW PROCESS FR6M NODE 406.E0 70 NODE 408.20 18 CODE ------------------------------------- 7 ------------------------------------------ T)>)?DESlGNAl`E INDEPENDENT STREAM FOR CONFLUENCE((((< CONFLUENCE VALUES USED FUR INDEPENDENT STREAM 2 ARE 71mE OF OaZEN7RATION(MINXES) 13.66 RAINFALL XTENSITY (INCH./hOUR) 2.77 EFFE07ZVE STREAM AREA (ACRES) = 5.80 pm 707A, STREAM AREA(ACRES) = 5. 601 Inio so PEAK FLO" Fir 7E(i FS) At CONFLUENCE 11.94 3 F,_Cw PROCESS FR3M NODE 408.00 TO NODE 408.01 16 CODE L ----------------------------------------------------------------------------- )KII)RA7:0NA METHOD INITIAL SUBAREA ANALYSIS((((( DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRE 70 = K*EQENG7A** 3.00)/(ELEVATION CHANGE)3** .20 INITIAL SUBAREA FLOW-LENGTH = 520.00 jPS7REAM ELEVATION = 1262.60 OUR DOWNSTREAM ELEVATION = 1253. 50 ELEVATION DIFFERENCE = 9.10 TO .389*Z( 520.00** 3.00)/( 9.10)1** .20 = 0. 660 0 6 40�__ as 6 mm im, tN 25 YE�R RA�NFALL INTEWSITY(IWC�/HOUR) = 3.249 N� SOIL "A" o� RESIDENTIAL—> 5-7 DWELLINGS/ACRE SJBAREA LOSS RATE" Fm(� = .4850 . SUBAREA Ru = 9.03 �OTA_ AREA (ACRES) = 3.G3 PEAK FLOL� RATE(CFS) = S. 03 FLOW PROCESS FROM NODE 408.01 TO NODE 408.20 IS CODE = 6 ____________________________________________________________________________ }>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( ============================================================================ UPSTREAM E"EVATION = 1253.50 DOWNSTREAM ELEVATION = 1243.50 STREET LENGTH(FEET) = 520.W0 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 '. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .1869 TO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEI-TIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. _ FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMP THE OTION THAT WEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. I'HAT IS, A"L FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 4 . 56"�'^^~~ -- /� -' �� .������ AVERAGE FLOW VELOCITY(FEET/SEC.) = �.869 ��/=-r �� " ���^—~ ' / � PRODUCT OF DEPTH&VELOCITY = 4.81 `�AL «� �= STREETFLOW TRAVELTIME(MIN) = 1.27 TC(MIN) = 11. ' ~��� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3. 03C SOIL CLASSIFICA7ION IS "A" RESIDENTIAL—) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(I1NCH/HR) = .4850 SUBAREA AREA(ACRES) = 2.85 SUBAREA RUNOFF(CFS) = 6.54 EFFECTIVE AREA (ACRES) = 6.48 �o��� AVERAGED Fm(INCH/HR) = 485 V�4��� v/c/����==�^' y�# ^ TOTAL AREA(ACRES) = 6.48 PEAK FLOW RATE(CFS) = 14. 88 r� ���� �� m�~ END OF SUBAREA STREETFLOW HYDRAULICS: DEP = 76 HALFSTREET FLOODWIDTH(FE��T> = 4.64 . � FLOW VELOCITY (FEET/SEC. ) = 7.27 DEPTH*VELOCITY = S. 51�~ �^ ' �^ ��� ���� ^�� � �� � ' ' - **************************************************************************** FLOW PROCESS FROM NODE 408. i�Z TO NODE 408.20 IS CODE = 1 ___________________________________—___________________________—____________ > > } > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( > > ) > }AND COMPPUTE VARIOUS CONFLUENCED STREAM VALUES< < ( < ( 00 �FLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRAI'ION(MIWUTES) = 11.93 RAINFALL INTENSITY (INCH./HOUR) = 3.04 9 � EFFECTIVE STREAM AREA<ACRES) = 6.48 N� 70TA. 67REAM AREA(ACRES) = 6.48 -- PEAK FL-UW RA7E(CFS) AT CONFLUENCE = lk88 g COWFLGENCE :NFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFE072VE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 34.54 15.o1 2.645 .49 16.42 2 11.94 13.88 2.773 .48 5.8N 3 !4.88 11.93 3.036 .49 6.48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SiMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE N&MBER Q(CFS) AREA(ACRES) _____________________________________________ 1 58.41 28.70 V� `- 2 59.lC. 27.46 3 58.74 24.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FL_O� RATE(CFS) = 59.10 TIME(MINUTES) = 13.878 EFFECTIVE AREA(ACRES) = 27.46 7 OTAL AREA(ACRES) = 30.74 **************************************************************************** FLOW PROCESS FROM NODE 408.10 TO NODE 410.00 IS CODE = 3 m� �- ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( >>>}>USING COMPUTER-ESTIMATED PIPEGIZE (NON-PRESSURE FLOW)(<<(< m� DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION = 1243.50 DOWNSTREAM NODE ELEVATION = 1237.560 F"OW�ENGTH(FEET) = 620.00 MANNIWGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = I PIPEFLGW THAJ GUBAREA<CFS> = 59.10 ~� TRAVEL TIhE(MIN.) = 1.01 TC(MIN.) = 14.88 FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >}}>>DE8IGNATE INDEPENDENT STREAM FOR CONFi-UENCE<<(<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.88 RAINFALL INTENSITY (INCH./HOUR) = 2.66 EFFE07IVE STREAM AREA(ACRES) = 27.46 TOTAL STREAM AREA(ACRES) = 30.74 N� PEAK FLOW RATE(OFS) AT CONFLUENCE = 59.110 - ~~ 10 -- FL6'W PROCESS FROM NODE 408.10 TO NODE 410.00 lS CODE = 2 ____________________________________________________________________________ )}>>}RATIONAL METHOD INITIAL SUBAREA ANALYGIS<<<<< D:VEi-OPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[4LENGTH** 3.0�>/(ELEVATIOW CHANG�>]** .2@ - INITIAL SUBAREA FLOW-LENGTH = 760. 00 UPSTREAM ELEVATION = 1249.80 DOWNSTREAM ELEVATION = 1237.569 �� ELEVA�IO� DIFFERENCE = 12.30 - = .389*[( 780.00** 3.00)/( 12.30>3** .20 = 12.8lz0 25 YEAR RAINFALL INTENGITY(INCH/HOUR) = 2.911 SO& CLASSIFICATION IS "A" m� RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 1E"97 TOTAL AREA(ACRES) = 5.9+ PEAK FLOW RATE(CFG) = 12.97 U� � FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 -------------------------------------------~-------------------------------- }>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.80 . RAINFALL INTENSITY (INCH./H�]UR) = 2.91 EFFECTIVE STREAM AREA(ACRES) = 5.94 � TOTAL STREAM AREA(ACRES) = 5.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.97 FLOW PROCESS FROM NODE 409.00 TO NODE 410.00 IS CODE = 2 =� __-____________________________-____________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<<<. ============================================================================ DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5-7 DWELL IN88/ACRE *TC = K*[(LB 3.00>/{ELEVATION CHANGE)]** .20 INITIAL Su*BAREA FLOW-LENGTH = 961b. Q0 UPSTREAM ELEVATION = 1248.60 DOWNSTREAM B-EVATIOW = 1237.569 E�EVATIGN DIFFERENCE = 11.10 TC = .389*[( 960.00** 3.00)/( 11.1kZ)3** .2@ = 14.800 ~� 25 YEAR RAINFALL INTEWSITY(INCH/HOUR) = 2.668 SOIL CLASSIFICATION IS "A" 0� RESIDENTIAL-} 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 N� SUBAREA RUNOFF(CFS) = 11.95 ~ 70TAL AREA(ACRES) = 6.08 PEAK FLOW RATE(CFS) = 11.95 **************************************************************************** �� 11 � FL6W PROCESS FROM NODE 410.00 TO NODE 410.N0 IS CODE = 1 0� -------------------------------7-------------------------------------------- -- >>>>>JESIGNA7E INDEPENDEWT STREAM FOR CONFLUENCE<<<<( )>>}>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<(<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME JF CONCENTRATION(MINUTES) = 14.80 RAINFALL INTENSITY (INCH./HOUR) = 2.67 EFFECTIVE STREAM AREA(ACRES) = 6.08 TOTAL STREAM AREA(ACRES) = 6.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.95 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 0� -------------------------------------------------------------- 1 59.10 14.863 2.659 .49 27.46 2 12.97 12.80 2.911 .49 5.94 3 11.95 14.80 2.668 .49 6.08 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 82.62 39.48 2 81.17 34.82 3 82.63 39.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.63 TIME(MINUTES) = 14.800 EFFECTIVE AREA(ACRES) = 39.33 N� TOTAL AREA(ACRES) = 42.76 U� FLOW PROCESS FROM NODE 410.00 TO NODE 409A4 IS CODE = 3 ____________________________________________________________________________ > } > > >COMPUTE PIPEFLOW TRAVELTIME THRU GUBAREA( < < ( < >}>}>USIKG COMPUTER-ESTIMA7ED PIPESIZE (NON-PRESSURE FLOW){(<4< DEPTH OF FLOW IN 42.0 INCH PIPE IS 31"6 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 10.6 UPSTREAM NODE ELEVATION = 1237.50 DOWNSTREAM NODE ELEVATION = 1232.069 ' FLOWLEN8TH(FEET) = 650.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 - PIPE THRU SUBAREA(CFS) = 82.63. TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 15°82 FLOW PROCESS FROM NODE 409.14 TO NODE 409.14 IS CODE = 1 ---------------------------------------------------------------------------- )>>>}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(<(( __ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: �------------------------------------------��--------------------------- N� o� TIME OF CONCENTRATION(MINUTES) = 15.82 -- RAINFALL INTENSITY (INCH./HOUR) = 2.56 EFFECTIVE STREAM AREA(ACRES) = 39.33 TOTAL STREAM AREA(ACRES) = 42.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 82.63 **************************************************************************** FLOW PROCESS FROM NODE 409.11 TO NODE 409.12 IS CODE = 2 ------------- _------ _------- _------- _------------- ________________________ }>}>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS(<<<< ============================================================================ DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TO = K*[(LEWGTH** 3.00)/(ELEVATIUN CHANGE)J** .269 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1260.00 V� ~- DOWNSTREAM ELEVATION = 1249.10 ELEVATION DIFFERENCE = 10.90 TO = .389*[( 1000.00** 3.000 10.90)3** .20 = 15.222 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.623 SOIL CLASSIFICATION IS "A" RESIDEWTIAL-} 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(IWCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 7.26 1� TOTAL AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) = 7.26 7 �� `� ' FLOW PROCESS FROM NODE 409.12 TO NODE 4609.14 IS CODE = 6 N� >} }> >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< (< ( ============================================================================ UPSTREAM ELEVATION = 1249.10 DOWNSTREAM ELEVATION = 1232.00 STREET LENGTH(FEET) = 1060.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.069 INTERIOR STREET CROSSFALL(DECIMAL) = .24el OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 U� **TRAVELTIME COMPUTED USING MEAN FLQW(CFS) = 13.24 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 4.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.86 PRODUCT OF DEPTH&VELOCITY = 5.16 STREETFLOW TRAVELTIME(MIN) = 2.58 TC(MIN) = 17.60 ~� 13 2S YEAR RAI NFALL ! NTENSITY(INCH /HOUR) _ 2.363 SG L' Z:LASS i � I LA TI Ui4 1 5 "A" RESIDENT IAL -) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RiaTc, Frii(INC:HiI - +n) = �� "� 65e SUBAREA AREA(ACRES) = 6.98 SUBAREA RUNOFF(CFS) = i 1. 96 EF- FcOTIVE AREA(ACRtS) - 101.75 AVERAGED Fm(INCH /HR) _ .485 TOTAL = 1 PEAT', FLOW RATE ( CFS) = 1 END OF SUBAREA STREETFLOW HYDRAULICS: DEP = .87 HALFSTREET FLOODWI'DTH(FEET) = 4.60 � .p� FLOW VELOCITY(FEET /SEC.) = 7.46 DEPTH *VELOCITY = 6.54 C .$- ALOrn 6 GRmD A \ iE , = 22.¢ -44 &- Tlc o - 0042, 21- 53 y 1$- 42 O K -- FLOW - PROCESS - FROM - NODE_ - _ 40'3.14 - TO - NODE - -- 409. 14 CODE ------- -- - - -- >) > > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( 1 - -> > > >) AND - COMPUTE VARIOUS CONFLUENCED S'T'REAM VALUES < t (< t--=---------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM E ARE: TIME OF CONCENTRATION(MINUTES) = 17.80 .RAI NFALL I NTENS I TY (INCH. /HOUR) = 2.39 EFFECTIVE STRE AREA(ACRES) = 10.75 TOTAL S "I REAie AREA(ACRES) = 10.75 PEAK FLOW RATE (CFS) AT CONFLUENCE = 18.4E CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /H.R) AREA(ACRES) 1 82.63 15.82 2.5 .48 39.33 ' E 18.4E 17.80 2.389 .49 i 0.75 RAINFALL -INTENSI AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER G!(CFS) AREA(ACRES) E 94. Q 50. 06 COMPUTED OONFLUENCE ESTIMATES ARE AS FOLLOWS. PEAK FLOW RATE (CFS) = 100.50 TIME (MINUTES) = i5.618 EFFECTIVE AREA(ACRES) - 48.88 TOT AL AREA (ACRES) = 53.51 ' -_ FLOW - PROCESS - FRAM ^ NODE - -- 409_14 - TO - NODE 409_14 COKE i________ - - -- >')>)>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )>)) >A COMPUTE VARIOUS CONE=LUENCED STREAM VALUES(( _ CONFLUENCE - VALUES USED FOR INDEPENDENT S'T'REAM i ARE. _____ __ - -____ TIME OF CONCENTRATION(MINUTES) = 15.8E 14 I I RAINFALL INTENSITY (INCH. /HOUR) = 2.56 EFFECTIVE STREAM AREA(ACRES) = 48.88 TOTAL STREAM AREA(ACRES) = 53.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 100.50 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ____________________________________________________________ 1 100.50 15.82 2.564 .48 48.88 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) _____________________________________________ 1 1Q0.50 48.88 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 100.50 TIME(MINUTES) = 15.818 EFFECTIVE AREA(ACRES) = 48.88 TOTAL AREA(ACRES) = 53.51 ' ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 53.51 EFFECTIVE AREA(ACRES) = 48.88 PEAK FLOW RATE(CFS) = 100.50 END OF RATIONAL METHOD ANALYSIS 15 ' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BeRNARDINO COUNTY (SBC) ------ ---=- ------ -- - - - - = -- -1983 HYDROLOGY - MANUAL ----- _--- _-- _- __=--- _- __ - - -- (CC<C{<<C<C(CC< Cf<fC<f < <C< < < <f <<CCC <C {> >75 > > >} }))))55)5) }5)))5)555 > >53 >5 > > >5 (C) Corjyright i982 Advanced Engineering Software EAES7 Especially prepared for: HALL & FOREMAN. INC. ' * * * * * * * ** *DESCRIPTION OF RESULTS* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I+Y P "L• GY QC-v 1 9221 em tq USER SPECIFIED HYDROLOGY USER SPECIFIED STORM EVENTIYEAR) = 25.00 SPECIFIED MINIMUM RIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .980 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: . STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1520 SLOPE OF INTENSITY DURATION CURVE = .6000 SBC HYDROLOGY MANUAL "C "- VALUES USED Advanced Engineering Software EAES7 SERIAL No. A0560A REV. 3.1 RELEASE DATE: 5/01/85 < { <(( < < {< r { //lcE f( .P' { C_(vtLL -A < {f "I - , °Lo��+ ►�AS�j � Is Aee � 1 s lac k-c s' 1+YP9V406 FLOW PROCESS FROM NODE 409.14 TO NODE 409.14 IS CODE = 7 ---------------------------------------------------------------------------- ) M )USER SPECIFIED HYDROLOGY INFORMATION AT NODE((((( USER - SPECIFIED VALUES ARE AS FOLLOWS: gL yjLSL&P 1 E VfLA A66 TC (MIN) = 15.62 , RAIN INTENSITY ( INCH /HOUR) = 2. 56 - TOTAL AREA(ACRES) = 53.51 TOTAL RUNOFF(CFS) = KFO... M ors k #YDO L- 4 hoe cF FLOW PROCESS FROM NODE 4 &CI NODE 41 ``0 IS CODE = 3 her -I 44c- ------------------------------------------------=--------------------------- ))))}COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( 1 ))) ))USING COMPUTER— ESTIMATED PIPESIZE (NON — PRESSURE FLOW)((( {( DEPTH OF FLOW IN 30.0 INCH PIPE IS 20. INCHES UPSTREAM NODE ELEVATION = 1232.00 DOWNSTREAM NODE ELEVATION = 1225.50 FLOWLENGTH(FEET) = 70.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 100.54 TRAVEL TIME(MIN.) = .04 TC(MIN.) 15.86 � - •l E• �t••l i•• ri••> E�4•• k�f•• yr�i�• �i• �f• �e�E• x••> �• 1F�f• �it�f• �t•• lf• �f• �EiF• IF• �t• �f• �E• iE• iF•l Eit•• ��f• �E• �f• 9t• �E• iF��F•lt•• �F�t• �EIE�E�F�F• 1E�F• �F• iE�F�t• �E�f• iF�• �E•• x�E •9t•�E�E•iE•�E�FiF�F•iE•�E•li• FLOW PROCESS FROM NODE 419.30 TO NODE 419.30 IS CODE = I ---------------------------------------------------------------------------- >>)>)DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.66 RAINFALL INTENSITY (INCH./HOUR) = 2.56 TOTAL STREAM AREA (ACRES) = 53.51 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 100.54 FLOW PROCESS FROM NODE 419.10 TO NODE 419.10 IS CODE 2 ---------------------------------------------------------------------------- >))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K*E(LENGTH**3)/(ELEVATION CHANGE)3**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1258.00 DOWNSTREAM ELEVATION = 1229.10 ELEVATION DIFFERENCE = 28.90 TC = .393*C( 1000.00 **3)/( 26.90)3**.2 = 12.641 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.933 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7428 SUBAREA RUNOFF(CFS) = 11.98 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 11.98 FLOW PR3CEiS FROM NODE 419.10 TO NODE 419.20 CODE 3 ------------ -------- ---------- ---- ----------- IS - -- >??>)CDMPOTE - PIPEFLOW - TRAVELTIME - THRU - SUBAREA<((<( ------------------------ )))))USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OP F"OW IN 24.0 INCH PIPE IS i5.9 INCHES PIPEFLOW VELOCITY(PEET/SEC.) 5.4 UP67REAM NODE ELEVATION = 12:2:9. i0 DOWNSTREAM NODE ELEVATION 1227.50 FLOWLENGTH(FEET) = 330.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) 24.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 11.98 TRAVEL TIME (MIN.) = 1.02 TC(MIN.) = 13.66 FLOW PROCESS FROM NODE 417.!0 TO NODE 419.20 18 CODE = a ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.800 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7714 SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 18.57 i. � a.. _jiu5rf� hn�rf`�'ri�:!«:�i.. - :1 `r:♦r3' ��iJ�`r7L: rC'i�ivOi` °1 `ti(:.'r)''_ u:) _.. ... -_.... �_. TC (MIN) = 13.66 FLOW PR OCESS FROM NODE 419. TO NODE 419.30 IS CODE = 3 ---------------------------------------------------------------------------- >> })) COMPU PIPE 7RAVELTI THRU SUBAREA( < (({ >) > >) USING COt`PU7ER- ESTIMATED P IPESIZE (NON- PRESSURE FLOW) < <<<< iJE T i l,:�r FLOW IN 2.1.0 INCH PIPE 15 i7.0 INCHES PIP--FI OW VELOCITY (FEET /;SEC.) _ _ 14.6 U PS�I REAM NODE ELEVATION 1227.50 DOWNS 11 REAM iV%C ELE ! i ON 1225. 50 FLU WLENG T H (FEET) = 50. 00 MANN 1 NGS N - . 013 23 PIPE DlAt�iETER ( INCH) - 21.00 NUMBER OF PIPES = 1 PIPEFLOW i - t Ru ' .`I. UBA i^ EA ( C S ) 30.55 TRAVEL TIME (MIN. ) - C1 7C (MIN. ) = 113. 72 # 911•# �F•#•! F• k#• k•###•) E• iE#•! E•####••l f•• lE###• if••l F###########-) i•###• iE# iE### �EiFjf•###•) E•##• if•#•l E # # #�FdE•lf••1(• # # # #•k•k•iF•ii•# FLOW PROCESS FROM NODE 419.30 TO NODS. 4:9.30 I S CODE = i } } } }DESIGNATE ICJDEP.- =tiDENT STRcAh1 FOR CONFLUENCE < < ( { ( )))))AND COMPPUTE VARIOUS CONFLUENCED STREAM VALUES((((( ' CONFLUENCE VALUES - USED _ FOR - INDEPENDENT STREAM 2 ARE: ----- --- - - - --- _. TIME OF C ONC ENTRATION (MINUTES) = J RAI INTENS (INCH. /HOUR) = 2.79 ' iOTAL STREAM AREA (ACRES) = 14.10 T07AL ST RUNOFF(CFS) AT CONFLUENCE = 30.55 CONFLUENCE INFORMATION: STREAM RUNOFF TIMC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ---------------------------------------------------------------------------- 1 100.54 15.86 2.559 3o.55 13.72 2.793 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1 28.54 117.49 - COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: - RUNOFF(CFS) 128.54 TIME(MINUTES) 15.862 TOTAL AREA(ACRES) = 67.61 FLOW PROCESS FROM NODE -- 419.30 - TO NODE -- 430_0 CODE = --- 3 ------ - - - - -- -------------- )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )> )))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.9 UPSTREAM NODE ELEVATION = 1225.50 DOWNSTREAM NODE ELEVATION = 1218.0 FLOWLENGTH(FEET) = 850.00 MANNINGS N = .013 :J ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 126.54 TRAVEL TIME (MIN. ) = 1.19 TC (MIN. ) = 17.05 FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = i >)>))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.05 U� RAINFALL INTENSITY (INCH./HOUR) = 2.45 TOTAL STREAM AREA (ACRES) = 67.61 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = l28.54 FLOW PROCESS FROM NODE 428.00 TO NODE 428.10 IS CODE = 2 N� ---------------------------------------------------------------------------- >>>}>RAT%ONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM N� DEVELOPMENT IS: CONDOMINIUM TO = K*[&ENGTH**&/(ELEVATIQN CHANGE)3**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 N� UPSTREAM ELEVATION = 1235.50 1� DOWNSTREAM ELEVATION = 1220.40 ELEVATION DIFFERENCE = 15.10 TC = .359*[( 8ZZ.00**3>/( 15.10)]**.E = 11.518 N� 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.101 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7790 N� SjBAREA RUNOFF(CFS) = 10.613 TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) **************************************************************************** FLOW PROCESS FROM NODE 428.10 TO NODE 430.00 IS CODE = 3 ltl o-->>i))COMPUTE-PIPEFLOW-TRAVELTIME-THRU-SUBAREA((((< ________________________ }}>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<(<(< 0� EST%MATED PIPE DIAMETER(INCH) INCREASED TO 18.6000 ~~ DEPTH OF FLOW IN 16.0 INCH PIPE IS 8.7 INCHES PIPEFLQW VELOCITY(FEET/SEC. ) = 12.5 UPSTREAM NODE ELEVATION = 12260.40 N� DOWNSTREAM NODE ELEVATION = 1218.00 F`-OWLENGTH(FEZ7) = 5000 MANWINGS N = .013 ZSTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 N� PIPEFLOW THR.J SUBAREA(CFS) = 1o.63 TRAVEL TIME(MIN.) = .07 TC<MIN.> = 11.59 F-ow PROCESS FROM NODE 430.00 TO NODE 430.690 IS CODE = 1 N� >>}}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((<(( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.59 N� RAINFALL INTENSITY (INCH./HOUR) = 3.09 TOTAL STREAM AREA (ACRES) = 4.469 TOTAL STREAM RUWOFF(CFS) AT CONFLUENCE = 10.63 N� FLOW PROCESS FROM NODE 429.00 TO NODE 429.10 IS CODE = 2 ---- _------- _---- _---- ___------ ____ ---- ___------ ____ ---- ___________-______ >)}>}RAT%ONAL METHOD INITIAL SUBAREA ANALYSIS((((( N� ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) I rl.- . - INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1232.00 DOWNSTREAM ELEVATION = 1218.60 ELEVATION DIFFERENCE = 13.40 TO = .3s3*[( 150.00**3) 13.40)3**.2 = COMPUTED TIME OF CONCENTRATION INCREASED TO 25.0Q YEAR RAINFALL IWTENSITY(INCH/HOUR) = S[}IL CLASSIFI CAT IO1'v IS �A" 4.723 5 MIN* 5.116 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7665 SUBAREA RUNOFF(CFS) = 10.49 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 10.49 FLOW PROCESS FROM NODE 429.10 TO NODE 430.00 IS CODE = � N� ---------------------------------------------------------------------------- >>>}}COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>}>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 24.69 INCH PIPE IS 17.3 INCHES PIPEFL-OW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION = 1218.60 DOWNSTREAM NODE ELEVATION = 1218.00 Fi-0'LENGTH(FEET) = 20ei.00 MANNINGS N = .6013 ESTIMATE' PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 N� ilIPEFLOW THRU SUBAREA(CFS) = 10.49 N� TRAVEL TIME(MIN.) = .77 TC(MIN.) = 5.77 **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 8 ____________________________________________________________________________ )>>)}ADDIATION OF SUBAREA TO MAINLINE PEAK FLOW((((( ======================= 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.695 N� SOIL CLASSIFICATION IS "A" ~� COMMERCIAi- DEVE&-i RUNOFF COEFFICIENT = .8366 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 3.0O TOTAL RUNOFF(CFS) = 12.06 N� TO(MIN) = 5.77 **************************************************************************** w� FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 1 ---------------------------------------------------------------------------- >>�>>DESIGNATE 1NDEPENDENT STREAM FOR CONFLUENCE<(<<< N� >})>>AlND COMPUTE VARIOUS CONFLUENCED STREAM VALUES(<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: N� TIME OF CONCENTRATION(MINUTES) = 5.77 1� RAINFALL INTENSITY (INCH./HOUR) = 4.70 TOTAL STREAM AREA (ACRES) = 3.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 12.06 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ------ _----------- ____________________________________ 1 128.54 17.05 2.451 2 10.63 11.59 3.090 W� 3 12.06 5.77 4.695 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO N� FORMULA(SBC) USED FOR 3 STREAMS. - VARIOUS CONFLUEWCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: N� RUNOFF(CFS) = 143.27 TIME(MINUTES) = 17.050 TOTAL AREA(ACRES) = 75.01 FLOW PROCESS FROM NODE 430.00 TO NODE 397.00 IS CODE = 3 ____________________________________________________________________________ ��. -' >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA(<<<( - )>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<(<(< DEPTH OF FLOW' IN 51.0 INCH PIPE IS 40.6 INCHES � PIPEFLOW VELOCITY(FEET/SEC.) = 11.8 UPSTREAM NODE ELEVATION = 1218.00 DOWNSTREAM NODE ELEVATION = 1216.00 N� FLQWLENGTH(FEET) = 250.00 MANNINGS N = .013 m� ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 143.27 N� TRAVEL TIME(MIN~) = .35 TC(MIN.) = 17.40 N� FLOW PROCESS FROM NODE 397.00 TO NODE 397.00 IS CODE = 1 ____________________________________________________________________________ )>>}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<{<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.40 RAINFALL INTENSITY (INCH./HOUR) = 2.42 TOTAL STREAM AREA (ACRES) = 75.01 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE 143.27 FLOW PROCESS FROM NODE 397.00 TO NODE 397.00 IS CODE = 7 N� -- � - > - � - > --- >�S�R ----- �P ---- CIFIED --------- HYD�O��8Y ----------- INF�RMAT%QN -- �� --- AT ---- NODE{---�-�-�-{ -------------------- � USER-SPECIFIED VALUES ARE AS FOLLOWS: m�%/ts�p r - TC(M%W) 12 48 �A%� INTENSITY(IN�H�AOUR> 2 96 |� U� = ^ = ^ cz - TOTAL AREA(ACRES) = 28.87 TOTAL RUNOFF(CFS) = 53.79 FLOW PROCESS FROM NODE 397.00 TO NODE 397.00 IS CODE = 1 __ ____ N� >}>>>D�SIGNATE INDEPENDENT STR�AM F�R {�QNFLU�WCE�����< n� }>)}}AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<({<< ============================================================================ N� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.48 RAINFALL INTENSITY (INCH./HOUR) = 2.96 TOTAL STREAM AREA (ACRES) = 28.87 N� TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 53.79 CONFLUEENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBE (CFS) (MIN.) (INCH/HOUR) ____________________________________________________________________________ 1 143.27 17.40 2.421 a 53.79 12.46 2.955 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO N� FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CQNFLUENCED RUNOFF VALUES ARE AS FOLLOWS: � ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 187.33 TIME(MINUTES) = 17.402 TOTAL AREA(ACRES) = 103.88 FLOW PROCESS FROM MODE 397.00 TO NODE 604.50 IS CODE = 3 )) > ?)COMiPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ) >> > >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE Fw0W) < <4f( DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.0 INCHES ==-=----------- -- --- -- -- -- PIPEFLOW VELOCITY(FEET /SEC.) = 13.4 UPSTREAM NODE ELEVATION = 1216.00 DOWNSTREAM NODE ELEVATION = 1209.00 FLOWLENGTH(FEET) = 780.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 ' PIPEFLOW THRU SUBAREA(CFS) = 187.33 TRAVEL TIME (MIN. ) = .97 TC (MIN. ) = 18.37 FLOW PROCESS FROM NODE 605.00 TO NODE 604.50 IS CODE = 8 ---------------------------------------------------------------------------- _ -} } } } > ADDITTON - OF - SUBAREA - _0 MAINLINE - PEAK - FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.343 SOIL CLASSIFICATION IS "A" ' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7158 SUBAREA AREA(ACRES) = 14.60 SUBAREA RUNOFF(CFS) = 24.49 TOTAL AREA(ACRES) = 116.48 TOTAL RUNOFF(CFS) = 211.82 TI (MIN) = 11,17 FLOW PROCESS FROM NODE 604.50 TO NODE 604.50 IS CODE = 1 ------ -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ )>)))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( - - > > > >) AND - COMPUTE - VARIOUS - CONFLUENCED STREAM - VALUES((<(( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MINUTES) = 18.37 RAINFALL INTENSITY (INCH. /HOUR) = 2.34 TOTAL STREAM AREA (ACRES) = 118.48 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 211.82 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY -- NUMBER -- - = ---- (MIN_) - ( INCH / HOUR) ---- ------------------------------ -- - - -- 1 211.82 18.37 2.343 ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 1 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 211.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 211.82 TIME(MINUTES) = 18.374 y' TOTAL AREA(ACRES) = 116.48 END OF RATIONAL METHOD ANALYSIS 1 1 1 1 1 0 s i 3) LINE 'D' HYDROLOGY b) 100 -YR. FREQUENCY >0>>I>ZSI3NA7E 1NDEPENUENT STREAM FOR CONFLUENCE(<(<< 0� >))>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<{<< v� - CONFLUENCE VA"UES USED FOR 1NDEPENDENT STREAM 2 ARE: TIME OF CONCEN=713N(MINGTES> = 15.46 RAINFALL INTENSITY (INCH. /HOUR) = 3.32 EFFE071VE 87REAN AREA(ACRES) = 5.43 70TAL STREAn AREA(ACRES) = 5.43 PEAK F"Ow RATE(CFS> Ar CONFLUENCE = 13.83 u� CJ"FLUE"OE I"FORAATION: STREAm PEAK FLOW TIME :NTEWSITY FM EFFECTIVE N� NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ______________________________________________________________ i 15.45 0.06 3.126 .49 6.24 2 13.83 15.46 3.316 .49 5.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: S7REAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) _____________________________________ 1 28.36 11.67 �~ °���v�� �_'��~ 2 26.85 11.@9 ~~�-_- COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28 TIME(MINUTES) = 15.465 EFFECTIVE AREA(ACRES) = 0-- 300 TOTAL AREA(ACRES) = 11.67 ' N� FLOW PROCESS FROM NODE 401.24 TO NODE 401.2S IS CODE = 3 _______________________________________________-_________________________-__ 0 > > >COMPUTE PIPEPLOW TRAVELTI»iE THRU SUBAREA<(<<< >>>>>USING COMPITER-ESTIMATED PIPESIZE (NON-PRESSLRE FJ]W)<((<( DEPTH OF FLOW IN 27.0 lNCH PIPE IS 18.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.8 0� jPB7R2Ax NCDE EnEVATION = 1246.80 m� DOWNSTREAM NODE ELEVATION = 1244.30 FLJWLE"GT"IFEET) = 340.00 MANNIWGS N = .013 N� ESTInATLD PIPE DIAMETER(IKOm) = 27.00 NUMBER DF PIPES = 1 PIPEFLON TARO SJBAREA(CFS) = 28.85 TRAVEL 71ME(m:N.) = .b8 TC(MIN.) = 16.Q4 FLOW PROCESS FRGM NODE 401.25 70 NODE 401.45 IS CODE = i --------------- ----------- ------ --- --------------- __ «� >>>>>DESIGNATE _ IWDEPENDENT _ STREAM _ FOR _ CONFLUENCE<<<<( _____________ ' ============================================================================ CJNF"UEWCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: N� TIME OF CONCENTRATION(MINUTES) = 16.04 RAINFALL INTENSITY (INCH./HOUR) = 3.24 EFFECT ST REAM AREA ( ACRES) = 11. TOTAL S i REAM AREA (A CRES) = 11.67 PEAK FLOW RATE ( CFS) A T CONFLUENLE = 28. 65 • ie#• iE•# ir• �i••l i•#-) f•## if• �e•• k• 9i•• k• �i• iE• ii•#• irie•#• �i•####• ir• k• ir• it•• fe# iF• 3F• 3F•• iE• df•• ii• l e•• ii•• ii•# iFiFii•• it• li•# 3e••l f•• ii• �e• iFl t••! r• k•• ir# iE•#•l t•# •li•#• # #-ie•tif• # #•if••i�•if•y4 PLOW PROCESS F RDM NODE 4Z3. Q TO ;MOLE 40l . L5 1S COLE - :_ -> 3) '> 7 RAT I OitiAL - C`iE s'i- ii:1D INITIAL SUE+AREA ANALYSIS < < ((( ----------------------- DE VELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5 -7 DWELLIN / ACRE TC = K *C(LENGTH ** 3.00) /(ELEVATION CHANGE) ** . INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPST ELEVATION = 12 60.40 DOWNSTREAM ELEVATION = 1244.30 ELEVATION DIFFERENCE = 16.10 TC = * 38 7 C ( 1000.00 3.00)/( 1 6. 10) 1** . 20 = 14.07 100 YEAR RAINFALL INTE'vSITY ( INCH /HOUR) = 3. SOIL CLASSIFICATION IS "A" RESIDENTIAL -) 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, rm(INCH /HR) = .4850 SU BAREA RUNOFF(CFS) - 1 6.47 _ - T07AL AREA(ACRES) 6.75 PEAK FLOW RATE(CFS) 16.47 �i FLOW P ROCESS FROM NUDE 401. TO NODE 401.25 IS CODE = i ---------------------------------------------------------------------------- ) > i)) DESIGNATE INDEPENDENT STREAM FOR CONF LUENCE (((< < )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM c ARE: TI ME OF CONCENTR = 14.08 RA INFALL l NTENSI T Y (INCH./HOUR) - 3.51 EFFECTIVE STREAM A = 6.75 TOTAL STR AREA(ACRES) = 6.79 - P EAK FLOW RATE (CFS) AT CONFLU 18.47 CONFLUENCE I ST REAM PEAK FLOW T INTENSITY FM EFF NUMBER RATE(CPS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- i 2x. 16.04 3.243 .49 11.013 16.47 14. 3.506 .45 6.79 RAI INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR E STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 45. 71 17.66 is 46. 16.52 COMPL' T ED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) - 46.22 T = 14.079 6 EFFECTIVE AREA(ACRES) 6.52 TGTAL AREA(ACRES) = 18.46 FLOW FR�M NODE 401.25 TO NODE ____________________________________________________________________________ 40G.L'Q 1S CODE = 3 >>>>}COMt PZPEFLOW TRAVELTImE THRU SUBAREA<<<<< COMPQTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<(<< DEPTi� OF FLOW Iw 4E.0 INCH PIPE IS 32.69 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM tZDE ELEVATION = 1244.3Q DOWNSTREAM NODE ELEVATION = 1243.50 FLOWLENGTH(FEET) = 310.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER (INCH) = 42.W0 NUMBER OF PIPES = � PIPEFLOW THRU SUBAREA(CFS) = 46.22 TRAVEL TIME(MIN.) = .88 TC(MIN.) = 14.96 **************************************************************************** FLOW PROCESS FROM NODE 408.20 TO NODE 408.ii:0 IS CODE = 1 ____________________________________________________________________________ >>})>DESIGNATE INDEPENDENT STREAM FOR CONFLUE_NCE{(<<< �ONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME []F CONCENTRATION(MINUTES) = 14.96 RAINFALL INTENSITY (INCH./HOUR) = 3.318 EFFECTIVE STREAM AREA(ACRES) = 16.52 TOTAL STREAM AREA(ACRES) = 18.46 PEAK FLOW RATE(CFS) Al" CONFLUENCE = 46.22 ' ***************************e**************e********************************* FLOW PROCESS FROM NODE 401.10 TO NODE 401.11 IS CODE = E -------------------------------------------- ________________________________ >>}>>R��TIONAL METHOD IWITIA� SUBAREA ANALYSIS((((( DEVELOPME'NT IS SINGLE FAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRE TC = K*[(LENGT�i** 3.00)/(ELEVATION CHANGE)3** .20 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1264.50 DOWNSTREAM E_� = 1257.50 ELEVATION DIFFERENCE = 7.00 TC = .389*[( 600.00** 3.00)/( 7.00)3** .20 = 12.241 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.815 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE. Fm(INCH/HR) = .4650 SUBAREA RUNOFF(CFS) = 10.04 TOTAL AREA(ACRES) = 3.35 PEAK FLOW RATE(CFS) = 10.04 406.20 OW PROCESS FROM NODE 401.11 TO NODE 4�8.� IS CODE = -6 7 >) > > >COMr'UTE STREETFLOW TRAVELTIME THRU SUBAREAtCtC< UPSTREAM ELEVATION = 1257.50 DOWNSTREAM ELEVATION = 1243.50 STREET LENGTH(FEET) = 680.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.43 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .73 HALFSTREET FLOODWIDTH(FEET) = 4.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.34 PRODUCT OF DEPTH &VELOCITY = 5.34 STREETFLOW TRAVELTIME(MIN) = 1.54 TC(MIN) = 13.79 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.553 SOIL CLASSIFICATION IS "A" RESIDENTIAL-1 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 6.76 EFFECTIVE AREA(ACRES) = 5.80 AVERAGED Fm ( INCH /HR) _ .485 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 16.01 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .78 HALFSTREET FLOODWIDTH<FEET) = 4.23 FL OW VELOCITY(FEET /SEC.) = 7.88 DEPTH *VELOCITY = 6.12 FLOW PROCESS FROM NODE -- 406.20 - TO - NODE --- 408_c0 - IS - CODE ------------------------------------------------ ) > > > >DESIGNAi•E INDEPENDENT STREAM FOR CONFLUENCE((((( _CONFLUENCE - VALUES - USED - FOR INDEPENDENT STREAM 2 ARE: TI O. CONCENTRATION(MINUTES) - 13.79 RAINFALL IN TENSITY (INCH./HOUR) = 3.55 30 2 E FFE CTIVE STREAM AREA(ACRES) = 5. 80 �I TOTAL STREAM AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.01 FLOW PROCESS FROM NODE 408.00 TO NODE 408.01 IS CODE = 2 -_) > > >) RAT I ONAL M-CTHOD I N T! AL SUBAREA ANALYSIS < (< < t ------------------------ ________________________ _________ _______ ___ _____ __ __ __ 6 DEVELDPKEkT 12 SINSLE FAMILY RESIDENTIAL -> 5-7 DWELLINIS/ACRE -- TC = K*[lLE°27&** 3.ZO>/(ELEVATIOW CHANGE)]** .20 ` INITIAL SLBAREA F"OW-LENGTH = 52Z.00 ` 60 UPSTREAM E�E�����^ = �262 � ^ . DOWNSTREAM E�E;A71LN = i253.50 ELEVATION DIFFERENCE = 9.10 70 = .369*[( 520.00** 3.ZZ)/( 9.10)]** .LZ = 10.660 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4"145 SOIL CLASSIFICATION IS "A" RESIDENTIAL-} 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FAINCH/HR> = .4850 �r SOBAREA RiNJFF(CFS) = 11.96 ~- TOTAL AREA(ACRES) = 3.63 PEAK FuOW RATE(CFS) = 11.96 FLOW PROCESS FROM NODE 408.01 TO NODE 408.20 IS CODE = 6 ____________________________________________________________________________ }>>>>COMP6TE S7REETFLOW TRAVELTIME THRU SJBAREA<<(<< UPSTREAM ELEVATION = 1253.50 DOWNSTREAM ELEVATION = 1243.50 L PIP 17REET LENGTh(FEE7) = 520.00 CUkB HEIGTH(INCHES) = 6. 57REET HALFWIDTH(FEET) = 18.00 DIS7ANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 � . _ INTERIOR STREET CROSSFALL(DECIMAL) = 240 � �� OUTSIDE STREET CROSSFALL(DECIMAL) = . 180 SPECIFIE0 NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET FLOWDEPT6(FEET) = .80 HALFSTREET FLOODWIDTH(FEET) = 5.05 AVERA6E FLOW VELOCITY(FEET/SEC.) = 7.31 PRODUCT OF DEPTH&VELOO17Y = 5.81 37REE7FLOW TRPVELTIME(NIN) = i.19 TC(MIN) = STREETFLGW MODEL RESULTS: NOTE: B7REETFLOW EXCEEDS TOP UF CURB. THE FOLLOWING S7REETFLOW RESULTS ARE BASED ON THE ASSUMPTION THA7 NE6"IBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL F"OW ALONG THE PARKWAY, ETC., IS NEGLECTED. **TRAVELTImE COMPUTED USING MEAN FLOW(CFS) = i6.33 11.85 -. .--_ -_- _- -'__._-_..-._ '__� _ -- _ �mm Yc*^ ��^wr��� �*^�m��/Y��m�m/�U�w/ = �.���l 3Z:L CLASSIFICATION IS "A^ RES:3ZX7:A.-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, SIBAREA AREA(ACRES) = 2.85 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 6.48 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 6.48 PEAK FLOW RATE(CFS) = END OF SUBAREA STREETFLUW HYDRAULICS: DEP7H(FEE7) = .86 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCI7Y(FEE7/SEC.) = 7.75 DEPTH*VELOCITY = Fm(INCH/HR) = 8.74 * 5.40 6.6 = .485Z & ��� �����w- OW 9 0 FLOW PROCESS FROM NJDE 408.20 TO NODE 408.20 IS CODE = i ---------------------- COMPUTE VARIOUS CONFLUENCED STREAM VA,UE8<<<<< ========================================================================== 3 ==���. 7XE OF CCNCENTRAT:ON(MINUTES) = 11.85 RAINFA.� IK7ENS:TY (INCh./HOQR) = 3.89 EFFECTIVE STREAM AREA(ACRES) = 6.48 «� 707AL STREAM AREA(ACRES) = 6.48 PEAK FLOW RATE(CFS) A7 CONFLUENCE = 19.86 WFLUENCE XFORMATIONi STREAM PEAK FLOW T:ME INTENSITY FM EFFECTIVE NJMGER RATE(OFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) low -------------------------------------------------------------- 1 46.22 l4.96 3.383 .49 16.52 2 16.01 13.79 3.553 .48 5.80 � 3 i9.86 11.85 3.891 .49 6.48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. 0- SiMNARY RESULTS: STREAM CONF"UENCE EFFECTIVE NUMBER G(CFG} AREA(ACRES) ________ --- _---------------------------- m� 1 78.24 28.60 2 78.99 27.50 3 78.i6 24.54 COKPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.99 TIME(MINUTES) = 13.786 EFFECTIVE AREA(ACRES) = 27.50 �. TOTAL AREA(ACRES) = 30.74 FLOW PR3CESS FRUM NODE 408.L0 TO NODE 40.00 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPJTE PIPEFLLW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPb7ER-E2TIMATED PIPESIZE (NON-PRESSURE FLOW)<((<( 7� ============================================================================ DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.9 INCHES PIPEPLL° ;ELOCITY(FEET/SEC.) = l0.9 N� OPS7REAM NODE ELEVATION = 1243.50 DOWNSTREAM NODE ELEVATION = i237.50 FLOWLENGTH(FEET) = 620.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 78.99 TRAVEL TImE(MI".> = .95 TC(MIN.) = 14.74 FLO" PROCESS FRUM NODE 410.00 TO NODE 410.00 IS CODE = 1 -------------------------------------- >>>>>DESIBNA!E INDEPENDENT STREAM FOR CONFLUENCE<<<<< it 11-41 IT — ============================================================================ �� C�NFL�E�CE �A��E� �SED FOR I�DEPENDEKT STHEAM 1 ARE: - TIME GF CONCENTRATION(MINUTES) = 14.74 RAINFAL" IN7ENSI7Y (INCH./HOUR) = 3.41 EFFECTIVE STREAK AREA(ACRES) = 27.50 - T.TAL STREAM AREA(ACRES) = 30.74 PEAK F-OW RA7E(CFS) A7 CONFLUENCE = 78.99 ro FLOW PROCESS FROM NODE 408.10 TO NODE 410.00 IS CODE = 2 &` ------------------------------------------------ 0� >>>>}RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSJS<<<<< ------------------------ of ============================================================================ DEVELOPMENT 13 SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE 70 = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INIZAL SUBAREA FLOW-LENGTH = 780.00 UPSTREAM ELEVATION = 1249.80 l� D3"NSTREAM ELEVATION = 1237.50 ELEVA7I5N DIFFERENCE = 12.30 TO = .389*[( 780.00** 3.00)/( 12.30)3** .20 = 12.800 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.714 SO!" CLASSIFI2ATIOW IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 Rill SUBAREA RUNOFF(CFS) = 17.26 TOTA, AREA(ACRES) = 5.94 PEAK FLOW RATE(CFS) = 17 �o� **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ____________________________________________________________________________ }>>>>DESIGNATE I&DEPENDENT STREAM FOR CONFLUENCE<<(<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME 3F CONCENTRATION(MINUTES) = 12.80 RAINFALL INTENSITY (INCH./HOUR) = 3.71 EFFECTIVE STREAM AREA(ACRES) = 5.94 73TAL STREAx AREA(ACRES) = 5.94 PEAK FLDW RA7E(CFS) AT CONFLUENC2 = 17.26 **************************************************************************** FL3W PROCESS FRIM NODE 409.00 TO NODE 4i0.00 1S CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA AWALYSIS<<{<< ============================================================================ DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TO = K*[(LEWGTH** 3.00)/(ELEVATION CHANGE)J** INITIAL SUBAREA FLOW-LENGTH = 960.00 UPSTREAM ELEVATION = 1248.60 DOWNSTREAM ELEVATION = 1237.50 ELEVATION DIFFERENCE = 11.10 TO = .389*[( 960.00** 3.@0>/( 11.10)]** 11 .20 = 14.8W0 r� 100 YEAR RAINFAuL INTENSITY(INCH/HOUR) = 3.405 SOIL CLASSIFICATION IS "A" m� RESIDENTIA"-} 5-7 DWE"LINGS/ACRE SUBAREA LOSS RATE, Fm(lNCH/HR) = .4850 , SUBAREA RUN3FF(CFS) = 15.98 70TAL AREA(ACRES) = 6.08 PEAK FLOW RATE(CFS) = quad FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 I6 CODE = 1 ____________________________________________________________________________ >>>>}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 0� >>>>>AKD COMPUTE VARIODS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 14.80 RAINFALL INTENSITY (INCH./HOUR) = 3.40 EFFECTIVE STREAM AREA(ACRES) = 6.08 TOTAL STREAM AREA(ACRES) = 6.08 & PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.96 CONFLUENCE INFORMATION: pp STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) --------------------------------------------------------������ 1 78.99 14.74 3.4l3 .49 27.50 2 17.26 0.80 3.714 .49 5.94 3 15.98 14.80 3.405 .49 6.08 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE'FORMULA USED FOR 3 STREAMS. - SdMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE 0� NUMBER Q(CFS) AREA(ACRES) _____________________________________________ I 110.60 39.50 - 2 108 22 35 09 � ~ . 3 110.34 39.52 COnPiTED CONFLUENLE ESTIMATES AkE AS FOLLOWS: PEAK FLOW RATE(CFS) = 110.6N TIME(MINUTES) = 14.736 EFPLC7IVE AREA(ACRES) = Ag.5@ _ .OTA- AREA(ACRES) = 42.76 FLOW PROCESS FROM NODE 410.00 TO NODE 409.14 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>}>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)(<(<< ============================================================================ DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.5 UPSTREAM NODE ELEVATION = 1237.50 DOWNSTREAM NODE ELEVATION = 1232.00 FLOWLENGTH(FEET) = 650.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 iwk 12 i m� PIPEFLOW THRU SUBAREA(CFS) = 110.64; TRAVEL TIME(MIN.) = .94 TC(MIN.) = 15.68 0� ^ **************************************************************************** w� FLOW PROCESS FROM NODE 409.14 TO NODE 409.14 IS CODE = l --------------------------------------------------- _------------------------ }>>}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<(<< =w CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.68 RAINFALL INTENSITY (INCH./HOUR) = 3.29 EFFECTIVE STREAM AREA(ACRES) = 39.50 TOTAL STREAM AREA(ACRES) = 42.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1l0.60 **************************************************************************** % FLOW PROCESS FROM NODE 409.11 TO NODE 409.12 IS CODE = 2 � ---- _------- _---- _---- ___------ ____ ---- ___------ ____ ---- __________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVZoOPNENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LEWGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1260.00 DOWNSTREAM ELEVATION = 1249.10 ELEVATION DIFFERENCE = 10.90 TC = .389*[( 1000.00** 3.00)/( 10.90)]** .20 = 15.222 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.348 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 9.71 TOTAL AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) = 9.71 **************************************************************************** FLOW PROCESS FROM NODE 409.12 TO NODE 409.14 IS CODE = 6 ___________________________________________________________________________- -- >>>000MPUTE STREETFLOW TRAVELTIME THRU SUBAREA<(<<< ============================================================================ UPSTREAM ELEVATION = 1249.10 DOWNSTREAM ELEVATION = 1232.00 N� STREE7 LENGTH(FEET) = 1060.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 w� SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.83 0� STREETFLON MODEL RESULTS: n�' NOTE: STREETFLUW EXCEEDS TOP OF CURB. .7 777777 Lo THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION �� 0� THAT NEGLIBLE F�UW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .86 HALFSTREET FLOO[)WIDTH(FEET) = 4.55 w� AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.41 PRODUCT OF DEPTH&VELOCITY = 6.39 STREETFLOW TRAVELTIME(MIN) = 2.38 TC<MIN> = 17.61 ~� 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.068 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 6.98 SUBAREA RUNOFF(CFS) = 16.22 EFFECTIVE AREA(ACRES) = 10.75 AVERAGED Fm(INCH/HR) = .485 �u TOTAL AREA(ACRES) = 10.75 PEAK FLOW RATE(CFS) = u� END OF SUBAREA STREETFLUW HYDRAULICS: �� DEPTH(FEET) = 1.00 HALFSTREET FLOODWIDTH(FEET) = 5.07 �"--' =� ���� V� - � FLOW VELOCITY(FEET/SEC.) = 8.19 DEPTH*VELOCITY = 8.16 **************************************************************************** �- FLOW PROCESS FROM NODE 409.14 TO NODE 409.14 IS CODE = 1 --------------------------------------------------------- ---------------------- >>>}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<<(< � >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 AHE: TIME OF CONCENTRATION(MINUTES) = 17.61 RAINFALL INTENSITY (INCH. /HOUR) = 3.07 - EFFECTIVE STREAM AREA(ACRES) = 10.75 TOTAL STREAM AREA(ACRES) = 10.75 PEAK FLOW RATE(CPS) AT CONFLUENCE = 24.99 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) ____________________________________________________________ (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 11Q.60 15.68 3.289 .49 39.50 � 2 24.99 17.61 3.068 .49 10.75 RAINFAL" INTENSITY AND TIME OF CONCENTRATION RATIO CONPLUENCE FORMULA USED FOR 2 STREAMS. 0� SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) ---------------------------------------------- - 1 134.76 49.07 2 126.86 50.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 134.76 TIME(MINUTES) = 15.676 EFFECTIVE AREA(ACRES) = 49.07 TOTAL AREA(ACRES) = 53.51 **************************************************************************** FwOW PROCESS FRLM NODE 409.i4 TO NODE 409.14 IS CODE = 1 �---------------------------------------------------------------------------- >>>>}DESIGwA'.E INDEPENDENT STREAM FOR CONFLUENCE\<<<< ' >>>>>AWD COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<((< CONF"SENCE VALUES USED FOR INDEPENDENT STREAM I AkE: TI�E OF CONCE"TRATION(MINUTES) = i5.68 RAINFALL INTENSITY (INCH./HOUR) = 3.29 EFFECTIVE STREAM AREA(ACRES) = 49.07 TOTAL STREAM AREA(ACRES) = 53.51 0� PEAK FLOW RAlE(CFS) AT CONFLUENCE = 134.76 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) _________________________________________________________-____ l 134.76 15.68 3.289 .49 49.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORnUwA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE W6MBER Q(CFS) AREA(ACRES) _____________________________________________ i 134.76 49.07 ~~ COMPUTED CONF,UENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 134.76 TIME(MINUTES) = 15.676 EFFECTIVE AREA(ACRES) = 49.07 TOTAL AREA(ACRES) = 53.51 ============================================================================ END bF STUDY SUMMARY: �~ TOTAL AREA(ACRES) = 53.51 N� - ErFECTIVE AREA(ACRES) = 49.07 PEAK FLOW RATE(CFS) = 134.76 �� E�D �� �ATIONAL METH8D ANALYSIS - - 4'. � saaaa= amxsas¢ s== s= aax=== ssxaaa= aam a= sx= amm s= sxasaa=a ==asxassaaae===sxxxxaaa =vas RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL (C) Copyright 1982 Advanced Engineering Software C Especially prepared far: HALL & FOREMAN, INC. * * * * * * * ** *DESCRIPTION OF * LINE D WITH E.VILLAGE HYDROLOGY REVISED * 0 100 YR * VENKI.N, DISK 1 #1 -3 FILE TC JN 3810 -020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ---------------------------------------------------------------------------- �,, USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATIONs ---------------------------------------------------------------------------- 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 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .980 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) - 1.4700 SLOPE OF INTENSITY DURATION CURVE _ .6000 SBC HYDROLOGY MANUAL "C "- VALUES USED Advanced Engineering Software CAES] SERIAL No. A0580A REV. 3.1 RELEASE DATES 5/01/85 <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<(<<<<<>>>>>>> >>)> > >>>> >>>> > > >>>} > > > > > >> > > > >> /NE�� 6- Yi L�kGS= f+.OWLOGy is gAsep opt 1486 sbcrcb'r WyDeeucy rllprlNAL. RGST OF Twe Aypu O6y /s' $ACED oN /962 S Sc=ep �l i+yb&d_ Auwu AA- FLOW PROCESS - FROM NODE -- 409_14 - TO NODE -- 409.14 -- IS CODE _ -- 7------ - - - - -- > > > > >USER SPECIFIED HYDROLOGY INFORMATION AT NODE((((( ==== maa: xax= s= aaaaa s= a=aassxa=aaaaamaaaaaaaaaa- aaa- aa:aaaaaaa -aa aaa :oases -sa USER - SPECIFIED VALUES ARE AS FOLLOWS: TC (MIN) = 15.68 RAIN INTENSITY ( INCH /HOUR) - 3.29 F� TOTAL AREA (ACRES) 53.51 TOTAL RUNOFF (CFS) 134.76 ae Fq VII-L FLOW PROCESS FROM NODE 420.00 TO NODE 419.30 IS CODE - 3 OF D► C -------------------------- -=�- -- - - - - -- -- ------------------------ > > >> )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( > )>> )USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( :ms =a-s aaa mmaeaeaammaaaaamaaaasma=mssam =aaa: :- aaas: a=m: stamam.amaaaaaazaaaaaaaaaaaaaa t " ; DERTH OF FLOW I N 33.0 I NCH PIPE I S 23.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 29.7 .__._ - _.=:..rrc..rT:`i� -i:��• ,.,..� '����r;ti = asnr :��..:a:aa_::a::.'....,..., .. __.._r.. ...�. DOWNSTREAM NODE ELEVATION - 1225.50 FLOWLENGTH(FEET) = 70.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 134.76 TRAVEL TIME (MIN. ) _ .04 TC (MIN. ) = 15.72 FLOW PROCESS FROM NODE 419.30 TO NODE 419.30 IS CODE 1 ---------------------------------------------------------------------------- )) >) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( assssssssxxxsxsxxxsxxssxsxassssmasasssssaz= xssaaasssmaammszssssass= szsszssss CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) - 15.72 RAINFALL INTENSITY (INCH. /HOUR) - 3.28 TOTAL STREAM AREA (ACRES) = 53.51 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE 134.76 FLOW PROCESS FROM NODE 419.10 TO NODE 419.10 IS CODE 2 ---------------------------------------------------------------------------- > > >> )RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < << xszssssszzzsxxsxsxsxxxsxsxxsxssassszszazsszs= zsszsmzszaazzsszszzssxzzsszzsxs ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K *E(LENGTH * *3) /(ELEVATION CHANGE)3 * *.2 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1258.00 DOWNSTREAM ELEVATION = 1229.10 ELEVATION DIFFERENCE - 28.90 TC = . 393 *E ( 1000.00 * *3) / ( 28.90) 3 * *. 2 - 12.641 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.742 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT - .7660 SUBAREA RUNOFF(CFS) 15.77 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 15.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 419.10 TO NODE 419.20 IS CODE = 3 )) >) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )) >> )USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( zs�saszzzzsssxsszszszzzssxax= azzia: aazmzzsz: xszzzxzszsxszzzzzzzzsm =zxzxzzszasx DEPTH OF FLOW IN z7.0 INCH PIPE IS 17.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION = 1229.10 DOWNSTREAM NODE ELEVATION = 1227.50 FLOWLENGTH(FEET) = 330.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) - 27.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 15.77 TRAVEL TIME(MIN. ) = .95 TC(MIN. ) 13.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 417.10 TO NODE 419.20 IS CODE 8 ( )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( s= xszssssxxszzsssassxxxxxzzzzxsaa= zzssszz== aaamsaamzas :m:mmsmzzaaszszxazaasx 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.583 SOIL CLASSIFICATION IS "A" 31M CONDOMINIUM DEVELOPMENT R F COEFFICIENT = .7886 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) - 24.30 TOTAL AREA(ACRES) = 14.10 TOTAL RUNOFF(CFS) - 40.07 Am FLOW PROCESS FROM NODE 419_ -- 20 TO NODE 419_ - 419.30 IS CODE - -- ------------ >) >> )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( -,, )))) )USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( aaaxsxaaxsaasxsaa== axa= aaaaaasxxxaaasaaxaaasaxaaxaaasaaaaaasaaaaaasaaaaaasas DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 15.9 UPSTREAM NODE ELEVATION = 1257.50 DOWNSTREAM NODE ELEVATION = 1225.50 FLOWLENGTH(FEET) = 50:00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 40.07 TRAVEL TIME(MIN.) = .05 TC(MIN.) 13.64 FLOW PROCESS FROM NODE 419.30 TO NODE 419.30 IS CODE = 1 ---------------------------------------------------------------------------- >))> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )>)))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( axis= xxxssaxa= aasasaaaxaasmaaxaaaaaaaaxaaaxsaxaaxsxsaxssa= aasxaaaaxaasasasaa CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 13.64 RAINFALL INTENSITY (INCH. /HOUR) = 3.58 TOTAL STREAM AREA (ACRES) = 14.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE 40.07 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY `.`. NUMBER (CFS) (MIN.) (INCH /HOUR) 1 134.76 15.72 3.284 2 40.07 13.64 3.575 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 171.57 157.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 171.57 TIME(MINUTES) = 15.715 TOTAL AREA(ACRES) = 67.61 FLOW PROCESS FROM NODE 419.30 TO NODE 430.00 IS CODE = 3 ---------------------------------------------------------------------------- > > >) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))> )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( saaaaaa= ax: aaaaaaxxaxxasaaxaaaaaaasaaasamaaxaasaammasaaaaaaxxaxsmm =xaxaaaaaasaa DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) - 12.9 UPSTREAM NODE ELEVATION = 1225.50 DOWNSTREAM NODE ELEVATION = 1218.00 FLOWLENGTH(FEET) = 850.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 171.57 ` TRAVEL TIME (MIN. ) = 1.10 TC (MIN. ) = 16.81 FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE 1 ---------------------------------------------------------------- `.------ - - - - -- - iv"'r r v'Y��.W'a'v.�rs. � ' a.r Lia�t'�...• ✓r�i'►'t wfl'l�L!"ffi� 7'ai�li "L'Ki1t1 _L:1.1i::1�L.0 ti 'l�t _C •��., xsxsaaasssssxs>asaaasaasasssssssssssassssssasssasasxssssssssxxxxsassssrsssss= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM i ARE( TIME OF CONCENTRATION(MINUTES) = 16.81 RAINFALL INTENSITY (INCH. /HOUR) = 3.15 TOTAL STREAM AREA (ACRES) = 67.61 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 171.57 _ FLOW PROCESS FROM NODE 428.00 TO NODE 428.10 IS CODE = 2 ---------------------------------------------------------------------------- )))) )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( sssasxxxsrssarssssrsssssassssssssssaxsssrsrssssrssssssssssasosssrssssssaasss ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)3 * *.2 INITIAL SUBAREA FLOW -LE 800.00 UPSTREAM ELEVATION = iti?35.4 2 33 DOWNSTREAM ELEVATION = 1220.40 ELEVATION DIFFERENCE = 15.10 TC = .359*[( 800.00 * *3) / ( 15.10) 3 * *. 2 = 11.518 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.957 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT - .7944 SUBAREA RUNOFF(CFS) = 13 83 TOTAL AREA(ACRES) _ TOTAL RUNOFF(CFS) = 13.83 E ll FLOW PROCESS FROM NODE 428.10 TO NODE 430.00 IS CODE 3 ---------------------------------------------------------------------------- > > >> )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( � - ) >)) )USING COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW)( xsx= xsssssss= sssssss= assssssxsxxxxssxsssasaxaxxsxsxsssxxsassss= xxxxaxssssxss DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 13.4 UPSTREAM NODE ELEVATION = 1220.40 DOWNSTREAM NODE ELEVATION 1218.00 FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.83 TRAVEL TIME (MIN. ) _ .06 TC (MIN. ) = 11.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = i >))> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( = asrsssssassssssssssssssssssssssssssssssssssssssssrssrrsssssssssrsrsrssrssss CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.58 RAINFALL INTENSITY (INCH. /HOUR) = 3.94 TOTAL STREAM AREA (ACRES) = 4.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE 13.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 429.00 TO NODE 429.10 IS CODE = 2 ---------------------------------------------------------------------------- > >)) )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( = ssssssssssssssxssssssssssssssxsssssssssasassssssaxssxssssssssssssssssssssss ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K *C(LENGTH * *3) /(ELEVATION CHANGE)3 * *.2 INITIAL SUBAREA FLOW- LENGTH = 150.00 .. .... . _ ' .' 4'i ! " I Ii�1 11 l' `I:n V •I I I . I ' ' ....... ". _. .. DOWNSTREAM ELEVATION = 1218.60 ELEVATION DIFFERENCE = 13.40 TC = .393*[( 150.00 * *3) / ( 13.40)3**.?- = 4.723 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.529 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8018 SUBAREA RUNOFF(CFS) = 13.61 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) _ 13.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 429.10 TO NODE 430.00 IS CODE 3 ---------------------------------------------------------------------------- )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( y FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( sssxsasssssasssss= s=== ss== sa=== s= xam= soaaaaa: a = =aaasaaaasaaassaaasaxssasasasa 100.00 YEAR RAINFALL INTENSITYtINCH /HOUR) = 6.024 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .8396 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 15.63 TC (MIN) = 5.72 FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 1 - ---------------------------------------------------------------------------- )))))DESiGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < << )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( s= x== os===== xa=== ax= sa== ss== asa== asaxass= aasaxaaass= sasssas= as === ax= ssa =sx=os CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 5.72 RAINFALL INTENSITY (INCH. /HOUR) = 6.02 TOTAL STREAM AREA (ACRES) = 3.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 15.63 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ---------------------------------------------------------------------------- 1 171.57 16.81 3.154 2 13.83 11.58 3.944 3 15.63 5.72 6.024 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 3 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWSs 190.81 142.23 80.80 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWSs DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.6 UPSTREAM NODE ELEVATION = 1218.60 DOWNSTREAM NODE ELEVATION 1218.00 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) 13.61 TRAVEL TIME (MIN. ) = .72 TC (MIN. ) = 5.72 y FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( sssxsasssssasssss= s=== ss== sa=== s= xam= soaaaaa: a = =aaasaaaasaaassaaasaxssasasasa 100.00 YEAR RAINFALL INTENSITYtINCH /HOUR) = 6.024 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .8396 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 15.63 TC (MIN) = 5.72 FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 1 - ---------------------------------------------------------------------------- )))))DESiGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < << )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( s= x== os===== xa=== ax= sa== ss== asa== asaxass= aasaxaaass= sasssas= as === ax= ssa =sx=os CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 5.72 RAINFALL INTENSITY (INCH. /HOUR) = 6.02 TOTAL STREAM AREA (ACRES) = 3.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 15.63 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ---------------------------------------------------------------------------- 1 171.57 16.81 3.154 2 13.83 11.58 3.944 3 15.63 5.72 6.024 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 3 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWSs 190.81 142.23 80.80 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWSs _ ... ...r��r.'tVr`i ♦rar. V' `' ... .. 't'./v'. °v "C_,. _.. .�ii�fV ��7'i�a i�61 rL �..�.' ._,,, _.._ r_.r � Yd' �VL a.- _....:._........... ._..cr_r... ....� -.. x.. ._. .: TOTAL AREA(ACRES) = 75.01 FLOW PROCESS FROM NODE 430.00 TO NODE 397.00 IS CODE 3 )) )))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((( <( )) >) )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( ssssxsxssssssxssx= a== axxxxassssssaaaa= aaaaasaxsxsxsssaaaaaxaaxaxsaxxxxssss =� DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.7 UPSTREAM NODE ELEVATION = 1218.00 DOWNSTREAM NODE ELEVATION = 1216.00 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) 57.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 190.81 TRAVEL TIME (MIN. ) = .33 TC (MIN. ) = 17.14 FLOW PROCESS FROM NODE 397.00 TO NODE 397.00 IS CODE = 1 - ---------------------------------------------------------------------------- > >> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < <((< = axxxxaaxaaxaxxxssx= assaaaaa= aaaaxaxasxaaa= a: xa= m := aaaaaaaaxaxxaaasaaasaxaxx CONFLUENCE VALUES USED FOR INDEPENDENT STREAM i ARE: TIME OF CONCENTRATION(MINUTES) = 17.14 RAINFALL INTENSITY (INCH. /HOUR) = 3.12 TOTAL STREAM AREA (ACRES) = 75.01 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE - 190.81 FLOW PROCESS FROM NODE 397.00 TO NODE 397.00 IS CODE 7 ) > >> )USER SPECIFIED HYDROLOGY INFORMATION AT NODE((((( i ssxasxasaxaaassmaaaaaaxaaa�==a==a= aa= asaaaa= xaa == xaaa== aaaaoaaamas=== s =aaaa USER - SPECIFIED VALUES ARE AS FOLLOWS: ^mi J TC (MIN) = 12.32 RAIN INTENSITY ( INCH /HOUR) = 3.80 /T/ TOTAL AREA(ACRES) = 28.87 TOTAL RUNOFF(CFS) - 71.22 FLOW PROCESS FROM NODE 397.00 TO NODE 397.00 IS CODE = 1 ))) ))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( = saa=- cxaxxxsxssxxxsssssaaaaxaaxsxxasaxsxsaxxaaxsssass= xxasssaaxasasaaa =sxas CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.32 RAINFALL INTENSITY (INCH. /HOUR) 3.80 TOTAL STREAM AREA (ACRES) = 28.87 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 71.22 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 190.81 17.14 3.117 2 71.22 12.32 3.801 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 249.22 208.32 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW PROCESS FROM NODE 397.00 TO NODE 604.50 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( sa assaaaaaaassxssxxxsssxsasaxaaaaaaaaaxxassasasssssxxxsxsxaaaaxssaxaasssa DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 14.3 UPSTREAM NODE ELEVATION = 1216.00 DOWNSTREAM NODE ELEVATION = 1209.00 FLOWLENGTH(FEET) = 780.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 249.22 TRAVEL TIME (MIN. ) _ .91 TC (MIN. ) = 18.05 FLOW PROCESS FROM NODE 605.00 TO NODE 604.50 IS CODE = 8 -------- ----------------------- > > >> )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < << sass= xss= ssssssssassssssassasaassaa= sss== sss= ss =sssssssassasasaaaaseaaasssssx 100.00 YEAR RAINFALL INTENSITYtINCH /HOURS 3.022 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT a .7459 SUBAREA AREA(ACRES) = 14.60 SUBAREA RUNOFF(CFS) = 32.92 TOTAL AREA(ACRES) = 118.48 TOTAL RUNOFF(CFS) = 282.13 TC(MIN) = 18.05 FLOW PROCESS FROM NODE 604.50 TO NODE 604.50 IS CODE 1 ---------------------------------------------------------------------------- >> )))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ) >) >)AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( - aaax= aaaa: axaasssaaaaaxaaaaaaaasasa= aaaaas :s: ass == :sms := = :nzz= =z = =zs=szzzszsa CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 AREs TIME OF CONCENTRATION(MINUTES) 18.05 RAINFALL INTENSITY (INCH. /HOUR) = 3.02 TOTAL STREAM AREA (ACRES) = 118.48 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 282.13 CONFLUENCE INFORMATIONS STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ---------------------------------------------------------------------------- 1 282.13 18.05 3.022 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 1 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWSs 282.13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWSs RUNOFF(CFS) = 282.13 TIME(MINUTES) = 18.049 TOTAL AREA(ACRES) _ 118.48 xzaaaasaaaasesazssaaaaszsxz�msaaassssss= zszsasssszsssszaaasazszsaaaassaasa =s �. END OF RATIONAL METHOD ANALYSIS L� TOTAL AREA(ACRES) _ 103.88 FLOW PROCESS FROM NODE 397.00 TO NODE 604.50 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( sa assaaaaaaassxssxxxsssxsasaxaaaaaaaaaxxassasasssssxxxsxsxaaaaxssaxaasssa DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 14.3 UPSTREAM NODE ELEVATION = 1216.00 DOWNSTREAM NODE ELEVATION = 1209.00 FLOWLENGTH(FEET) = 780.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 249.22 TRAVEL TIME (MIN. ) _ .91 TC (MIN. ) = 18.05 FLOW PROCESS FROM NODE 605.00 TO NODE 604.50 IS CODE = 8 -------- ----------------------- > > >> )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < << sass= xss= ssssssssassssssassasaassaa= sss== sss= ss =sssssssassasasaaaaseaaasssssx 100.00 YEAR RAINFALL INTENSITYtINCH /HOURS 3.022 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT a .7459 SUBAREA AREA(ACRES) = 14.60 SUBAREA RUNOFF(CFS) = 32.92 TOTAL AREA(ACRES) = 118.48 TOTAL RUNOFF(CFS) = 282.13 TC(MIN) = 18.05 FLOW PROCESS FROM NODE 604.50 TO NODE 604.50 IS CODE 1 ---------------------------------------------------------------------------- >> )))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ) >) >)AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( - aaax= aaaa: axaasssaaaaaxaaaaaaaasasa= aaaaas :s: ass == :sms := = :nzz= =z = =zs=szzzszsa CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 AREs TIME OF CONCENTRATION(MINUTES) 18.05 RAINFALL INTENSITY (INCH. /HOUR) = 3.02 TOTAL STREAM AREA (ACRES) = 118.48 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 282.13 CONFLUENCE INFORMATIONS STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ---------------------------------------------------------------------------- 1 282.13 18.05 3.022 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 1 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWSs 282.13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWSs RUNOFF(CFS) = 282.13 TIME(MINUTES) = 18.049 TOTAL AREA(ACRES) _ 118.48 xzaaaasaaaasesazssaaaaszsxz�msaaassssss= zszsasssszsssszaaasazszsaaaassaasa =s �. END OF RATIONAL METHOD ANALYSIS L� E _ N 4) LATERAL IHI HYDROLOGY a) 25-YR. FREQUENCY c , H I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** EAST VILLAGE HYDROLOGY, LATTERAL H Q= 25 YR * V.N., P.M.L., J.N.3810 -020 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I FILE NAME: A: EVLATH. DAT TIME/DATE OF STUDY: 10:24 2/ 1/1988 td USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL*-- a USER SPECIFIED STORM EVENT(YEAR) = 25.00 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) _ .980 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1520 SLOPE OF INTENSITY DURATION CURVE _ .6000 go ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 385.00 TO NODE 385.10 IS CODE = 2 [ _ >>>>>RATIONAL ------------------- --- - --------------------------------------------------- METHOD INITIAL SUBAREA ANA « «< - _ - -- -- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 420.00 UPSTREAM ELEVATION = 1232.60 DOWNSTREAM ELEVATION = 1224.50 ELEVATION DIFFERENCE = 8.10 TC = .389 *[( 420.00 ** 3.00)/( 8.10)] ** .20 9.598 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.460 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LASS RATE, FM(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 12.69 TOTAL AREA(ACRES) 4.74 PEAR FLAW RATE(CFS) = 12.69 �6 #HWo FLAW PROCESS FROM NODE 385.10 TO NODE 385.20 IS CODE = 3 --------------------------------------------------------------------- - - - - -- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA «« <' » » > USING COMPUTER - E STIMATED PIPESIZE (NON - PRESSURE FLAW) « «< DEPTH OF FLAW IN 21.0 INCH PIPE IS 14.9 INCHES L I PIPEFLOW VELOCITY(FEET /SEC.) 6.9 UPSTREAM NODE ELEVATION = 1224.50 DOWNSTREAM NODE ELEVATION = 1223.90 FLOWLENGTH(FEET) = 65.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) 21.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 12.69 TRAVEL TIME(MIN.) _y .16 TC(MIN.) = 9.75 l * FLOW PROCESS FROM NODE 385.20 TO NODE 385.20 IS CODE 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:�� TIME OF CONCENTRATION(MINUTES) = 9.75 RAINFALL INTENSITY (INCH. /HOUR) = 3.43 EFFECTIVE STREAM AREA(ACRES) = 4.74 TOTAL STREAM AREA(ACRES) = 4.74 PEAK FLAW RATE(CFS) AT CONFLUENCE 12.69 FLOW PROCESS FROM NODE 385.01 TO NODE - -- 385_20 - IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLAW - LENGTH = 670.00 UPSTREAM ELEVATION - 1234.10 DOWNSTREAM ELEVATION = 1223.90 ELEVATION DIFFERENCE - 10.20 TC - .389 *[( 670 ** 3.00)/( 10.20)] ** .20 = 12.130 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 3. SOIL CLASSIFICATION IS "A" RESIDENTIAL-46-64-6> 5 -7 DWELLINGS /ACRE SUBAREA LASS RATE, FM(INCH /HR) _ .4850 [ SUBAREA RUNOFF(CFS) = 8.80 TOTAL AREA(ACRES) 3.88 PEAK FLAW RATE(CFS) 8.80 ��. H wt ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 385.20 TO NODE 385.20 IS CODE 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREA VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.13 RAINFALL INTENSITY (INCH. /HOUR) = 3.01 EFFECTIVE STREAM AREA(ACRES) = 3.88 TOTAL STREAM AREA(ACRES) = 3.88 PEAK FLAW RATE(CFS) AT CONFLUENCE = 8.80 CONFLUENCE INFORMATION: STREAM PEAK FLAW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------------- 1 12.69 9.75 3.426 .49 4.74 2 8.80 12.13 3.006 .49 3.88 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------------------------------------- 1 20.95 7.86 2 19.68 8.62 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 20.95 TIME(MINUTES) 9.755 EFFECTIVE AREA(ACRES) = 7.86 TOTAL AREA(ACRES) = 8.62 FLOW PROCESS FROM NODE 385.20 TO NODE 385.30 IS CODE = 3 ---------------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 7 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.7 UPSTREAM NODE ELEVATION = 1223.90 DOWNSTREAM NODE ELEVATION 1222.50 FLOWLENGTH(FEET) = 165.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPEFLOW THRU SUBAREA(CFS) = 20.95 TRAVEL TIME(MIN.) _ .36 TC(MIN.) N .013 NUMBER OF PIPES = = 10.11 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** t FLOW PROCESS FROM NODE 385.30 TO NODE 385.40 IS CODE 3 - - - -- -------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ■ DEPTH OF FLAW IN 27.0 INCH PIPE IS 19.6 INCHES PIPEFLOW VELACITY(FEET /SEC.) = 6.8 UPSTREAM NODE ELEVATION - 1222.50 DOWNSTREAM NODE ELEVATION = 1221.50 FLOWLENGTH(FEET) = 160.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) - 27.00 PIPEFLOW THRU SUBAREA(CFS) 20.95 TRAVEL TIME(MIN.) - .39 TC(MIN.) N = .013 NUMBER OF PIPES = = 10.51 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 385.40 TO NODE 385.40 IS CODE 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 10.51 RAINFALL INTENSITY (INCH. /HOUR) = 3.28 EFFECTIVE STREAM AREA(ACRES) = 7.86 TOTAL STREAM AREA(ACRES) = 8.62 PEAR FLAW RATE(CFS) AT CONFLUENCE = 20.95 CONFLUENCE INFORMATION: STREAM PEAR FLAW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- 1 20.95 10.51 3.277 .48 7.86 L oR RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 20.95 7.86 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) - 20.95 TIME(MINUTES) 10.507 EFFECTIVE AREA(ACRES) 7.86 TOTAL AREA(ACRES) = 8.62 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 390.21 TO NODE 385.40 IS CODE = 2 1 -;--;;--------------------------------------------------------------------- » » RA TIONAL METHOD IN SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLAW - LENGTH = 730.00 UPSTREAM ELEVATION = 1227.40 DOWNSTREAM ELEVATION = 1224.00 ELEVATION DIFFERENCE = 3.40 TC = .389 *[( 730.00 ** 3.00)/( 3.40)] ** .20 15.909 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.555 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.09 TOTAL AREA(ACRES) = 2.73 PEAK FLAW RATE(CFS) = 5.09 E ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 385.40 TO NODE 385.40 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.91 RAINFALL INTENSITY (INCH. /HOUR) - 2.55 EFFECTIVE STREAM AREA(ACRES) = 2.73 TOTAL STREAM AREA(ACRES) - 2.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.09 CONFLUENCE INFORMATION: STREAM F UMBER PEAK FLOW RATE(CFS) TIME INTENSITY (MIN.) (INCH /HOUR) FM EFFECTIVE (IN /HR) AREA(ACRES) --------------------------------------------------------- 1 20.95 10.51 3.277 .48 7.86 2 5.09 15.91 2.555 .49 2.73 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 [ 7 - 25.48 9.66 2 20.62 10.59 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: L I PEAK FLOW RATE(CFS) _ EFFECTIVE AREA(ACRES) _ TOTAL AREA(ACRES) = 25.48 TIME(MINUTES) = 10.507 9.66 10.59 F FLOW PROCESS FROM NODE 385.40 TO NODE 390.00 IS CODE 3 ---------------------------------------------------------------------------- » >> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.6 UPSTREAM NODE ELEVATION = 1221.50 DOWNSTREAM NODE ELEVATION - 1220.50 FLOWLENGTH(FEET) - 130.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPEFLOW THRU SUBAREA(CFS) = 25.48 TRAVEL TIME(MIN.) _ .29 TC(MIN.) N = .013 NUMBER OF PIPES = = 10.79 1 FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 10.79 RAINFALL INTENSITY (INCH. /HOUR) = 3.22 EFFECTIVE STREAM AREA(ACRES) = 9.66 TOTAL STREAM AREA(ACRES) = 10.59 PEAK FLOW RATE(CFS) AT CONFLUENCE 25.48 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE - 7 ---------------------------------------------------------------------------- » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.38 RAIN INTENSITY(INCH /HOUR) = 2.61 EFFECTIVE AREA(ACRES) = 9.66 TOTAL AREA(ACRES) - 10.19 PEAK FLAW RATE(CFS) - 18.96 �, r AVERAGED LASS RATE, Fm(IN /HR) _ .480 ZNfo Mm F�L£ u4TN3 FLAW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.38 RAINFALL INTENSITY (INCH. /HOUR) = 2.61 EFFECTIVE STREAM AREA(ACRES) = 9.66 TOTAL STREAM AREA(ACRES) = 10.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.96 CONFLUENCE INFORMATION: STREAM PEAK FLAW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- L 1 25.48 10.79 3.225 .48 9.66 PR 2 18.96 15.38 2.607 .48 9.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 42.65 16.44 2 38.70 19.32 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.65 TIME(MINUTES) = 10.792 EFFECTIVE AREA(ACRES) = 16.44 TOTAL AREA(ACRES) - 20.78 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 390.00 TO NODE 396.00 IS CODE a 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ll� DEPTH OF FLAW IN 42.0 INCH PIPE IS 34.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.1 UPSTREAM NODE ELEVATION - 1225.00 DOWNSTREAM NODE ELEVATION = 1224.00 FLOWLENGTH(FEET) - 520.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 42.00 PIPEFLOW THRU SUBAREA(CFS) = 42.65 TRAVEL TIME( TV ) = 1 70 TC(MIN ) N .013 NUMBER OF PIPES = = 12 49 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 396.00 TO NODE 396.00 IS CODE 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) - 12.49 RAINFALL INTENSITY (INCH. /HOUR) = 2.95 EFFECTIVE STREAM AREA(ACRES) = 16.44 TOTAL STREAM AREA(ACRES) = 20.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.65 FLAW PROCESS FROM NODE 395.01 TO NODE 395.03 IS CODE = 2 ---------------------------------------------------------------------------- » » >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 = 1000.00 UPSTREAM ELEVATION = 1237.40 DOWNSTREAM ELEVATION - 1229.40 ELEVATION DIFFERENCE = 8.00 TC = .389 *[( 1000.00 ** 3.00)/( 8.00)] ** .20 = 16.193 25 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.528 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 6.31 E TOTAL AREA(ACRES) - 3.43 PEAR FLOW RATE(CFS) = 6.31 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 395.03 TO NODE 396.00 IS CODE = 6 --------------------------------------------------------------------------- » »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 1229.40 DOWNSTREAM ELEVATION = 1224.00 STREET LENGTH(FEET) = 460.00 CURB HEIGTH(INCHES) S. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .480 OUTSIDE STREET CROSSFALL(DECIMAL) _ .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.73 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) _ .68 HALFSTREET FLOODWIDTH(FEET) = 3.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.33 PRODUCT OF DEPTH &VELOCITY = 3.62 STREETFLOW TRAVELTIME(MIN) = 1.44 TC(MIN) = 17.63 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.402 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LASS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) - 2.81 SUBAREA RUNOFF(CFS) = 4.85 EFFECTIVE AREA(ACRES) 6.24 AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) = 6.24 PEAR FLOW RATE(CFS) = 10_. 77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .74 HALFSTREET FLOODWIDTH(FEET) - 4.09 FLOW VELACITY(FEET /SEC.) = 5.73 DEPTH *VELOCITY = 4.24 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 396.00 TO NODE 396.00 IS CODE 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VARIES USED FOR INDEPENDENT STREAM 2 ARE: ' TIME OF CONCENTRATION(MINUTES) - 17.63 RAINFALL INTENSITY (INCH. /HOUR) = 2.40 EFFECTIVE STREAM AREA(ACRES) = 6.24 ' TOTAL STREAM AREA(ACRES) = 6.24 PEAR FLOW RATE(CFS) AT CONFLUENCE = 10.77 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------- - - - - -- 1 42.65 12.49 2.954 .48 16.44 2 10.77 17.63 2.402 .49 6.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO L CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------------------------------------- 1 52.47 20.86 2 43.89 22.68 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 52.47 TIME(MINUTES) = 12.493 EFFECTIVE AREA(ACRES) = 20.86 TOTAL AREA(ACRES) = 27.02 F FLOW PROCESS FROM NODE 396.00 TO NODE 396.00 IS CODE 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » > COMPU VARIOU CONFLU STREAM VALU « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.49 RAINFALL INTENSITY (INCH. /HOUR) = 2.95 EFFECTIVE STREAM AREA(ACRES) = 20.86 TOTAL STREAM AREA(ACRES) = 27.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.47 CONFLUENCE INFORMATION: STREAM PEAK FLAW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- 1 52.47 12.49 2.954 .48 20.86 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 52.47 20.86 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLAW RATE(CFS) = 52.47 TIME(MINUTES) = 12.493 EFFECTIVE AREA(ACRES) 20.86 TOTAL AREA(ACRES) = 27.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 27.02 EFFECTIVE AREA(ACRES) = 20.86 PEAK FLOW RATE(CFS) = 52.47 I END OF RATIONAL METHOD ANALYSIS [7 c ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** EAST VILLAGE HYDROLOGY, LATTERAL H, CATCH BASINS H302 &H303 Q =25 YR V.N.,P.M.L., J.N. 3810 -020 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: A:LATH3.DAT TIME/DATE OF STUDY: 10:33 2/ 1/1988 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 _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .980 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 25.00 1 -HOUR INTENSITY(INCH /HOUR) - 1.1520 SLOPE OF INTENSITY DURATION CURVE _ .6000 ``' I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 390.10 TO NODE 390.01 IS CODE = 2 U >>>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 - 1020.00 UPSTREAM ELEVATION = 1237.40 DOWNSTREAM ELEVATION = 1228.20 ELEVATION DIFFERENCE = 9.20 TC = .389 *[( 1020.00 ** 3.00)/( 9.20)] ** .20 15.935 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.552 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, FM(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 11.98 TOTAL AREA(ACRES) 6.44 PEAK FLOW RATE(CFS) 11.98 C 6. 3o Z- ************************************************************************** FLOW PROCESS FROM NODE 309.01 TO NODE 395.00 IS CODE = 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION = 1228.20 DOWNSTREAM NODE ELEVATION = 1226.96 FLOWLENGTH(FEET) - 200.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 11.98 TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 16.51 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 395.00 TO NODE 395.00 IS CODE 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< --- -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE. TIME OF CONCENTRATION(MINUTES) = 16.51 RAINFALL INTENSITY (INCH. /HOUR) = 2.50 EFFECTIVE STREAM AREA(ACRES) - 6.44 TOTAL STREAM AREA(ACRES) = 6.44 PEAR FLAW RATE(CFS) AT CONFLUENCE - 11.98 FLAW PROCESS FROM NODE - -- 395_00 TO NODE - -- 395_00 - IS CODE - ------------ » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLAW- LENGTH - 900.00 UPSTREAM ELEVATION - 1235.10 DOWNSTREAM ELEVATION = 1226.97 ELEVATION DIFFERENCE = 8.13 TC - .389 *[( 900.00 ** 3.00)/( 8.13)] ** .20 = 15.152 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.631 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 7.24 TOTAL AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) 7 .24_ ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 395.00 TO NODE 395.00 IS CODE 1 ------------------------------------------------------------- --------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 15.15 RAINFALL INTENSITY (INCH. /60UR) = 2.63 EFFECTIVE STREAM AREA(ACRES) 3.75 ` TOTAL STREAM AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.24 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------- - - - - -- 1 11.98 16.51 2.498 .49 6.44 2 7.24 15.15 2.631 .49 3.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 18.78 10.19 2 18.96 9.66 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLAW RATE(CFS) = 18.96 TIME(MINUTES) = 15.152 EFFECTIVE AREA(ACRES) = 9.66 TOTAL AREA(ACRES) = 10.19 FLOW PROCESS FROM NODE 395.00 TO NODE 390.30 IS CODE = 3 ---------------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) - 6.6 UPSTREAM NODE ELEVATION - 1226.97 DOWNSTREAM NODE ELEVATION 1226.60 FLOWLENGTH(FEET) = 60.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 18.96 TRAVEL TIME(MIN.) = .15 TC(MIN.) = 15.30 FLAW PROCESS FROM NODE 390.30 TO NODE 390.00 IS CODE 3 -------------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLAW IN 21.0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.9 UPSTREAM NODE ELEVATION = 1226.60 DOWNSTREAM NODE ELEVATION = 1225.00 FLOWLENGTH(FEET) = 55.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 18.96 sTRAVEL TIME(MIN.) = .08 TC(MIN.) 15.38 FLAW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: , TIME OF CONCENTRATION(MINUTES) = 15.38 RAINFALL INTENSITY (INCH. /HOUR) 2.61 EFFECTIVE STREAM AREA(ACRES) = 9.66 TOTAL STREAM AREA(ACRES) = 10.19 PEAR FLOW RATE(CFS) AT CONFLUENCE = 18.96 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- r 1 18.96 15.38 2.607 .48 9.66 im c RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 18.96 9.66 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) - 18.96 TIME(MINUTES) 15.380 EFFECTIVE AREA(ACRES) = 9.66 TOTAL AREA(ACRES) - 10.19 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.19 EFFECTIVE AREA(ACRES) = 9.66 PEAK FLAW RATE(CFS) = 18.96 END OF RATIONAL METHOD ANALYSIS 0 L 0 I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** EAST VILLAGE HYDROLOGY, LATTERAL H Q =100 * V.N., P.M.L., J.N. 3810 -020 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: A: EVLATH. DAT TIME/DATE OF STUDY: 10:44 2/ 1/1988 U USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 [ *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .980 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: .STORM EVENT - 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4700 SLOPE OF INTENSITY DURATION CURVE _ .6000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 385.00 TO NODE 385.10 IS CODE = 2 --------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAR ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS /ACRE TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH - 420.00 ' UPSTREAM ELEVATION = 1232.60 DOWNSTREAM ELEVATION = 1224.50 ELEVATION DIFFERENCE = 8.10 TC = .389 *[( 420.00 ** 3.00)/( 8.10)] ** .20 = 9.598 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 4.415 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 16.76 TOTAL AREA(ACRES) = 4.74 PEAK FLAW RATE(CFS) 16.76 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 385.10 TO NODE 385.20 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLAW) « «< C ' DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.1 INCHES PIPEFLOW VEIOCITY(FEET /SEC.) 7.5 UPSTREAM NODE ELEVATION = 1224.50 DOWNSTREAM NODE ELEVATION = 1223.90 FLOWLENGTH(FEET) = 65.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPEFLOW THRU SUBAREA(CFS) = 16.76 TRAVEL TIME(MIN.) _ .14 TC(MIN.) N = .013 NUMBER OF PIPES = = 9.74 1 E j* FLOW PROCESS FROM NODE 385.20 TO NODE 385.20 IS CODE = 1 ---------------------------------------------------------------------------- I�* » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) - 9.74 ,RAINFALL INTENSITY (INCH. /HOUR) = 4.38 'EFFECTIVE STREAM AREA(ACRES) = 4.74 TOTAL STREAM AREA(ACRES) - 4.74 ,PEAR FLOW RATE(CFS) AT CONFLUENCE 16.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,FLOW PROCESS FROM NODE 385.01 TO NODE 385.20 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< 1 7 DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 670.00 UPSTREAM ELEVATION = 1234.10 DOWNSTREAM ELEVATION = 1223.90 ELEVATION DIFFERENCE - 10.20 TC - .389 *[( 670.00 ** 3.00)/( 10.20)] ** .20 12.130 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.836 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 11.70 TOTAL AREA(ACRES) = 3.88 PEAK FLOW RATE(CFS) = 1_ 1.70 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FIOW PROCESS FROM NODE 385.20 TO NODE 385.20 IS CODE 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFIUENCE««< » » >AND COMPUTE VARIOUS CONFLUENCED S VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.13 RAINFALL INTENSITY (INCH. /HOUR) = 3.84 EFFECTIVE STREAM AREA(ACRES) = 3.88 TOTAL STREAM AREA(ACRES) - 3.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.70 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) - - - - -- 1 16.76 9.74 4.375 .49 4.74 2 11.70 12.13 3.836 .49 3.88 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO M CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -- i--- - - - - 67 --------- 7.86 --------- - - - - -- 2 26.14 8.62 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 27.67 TIME(MINUTES) = 9.743 EFFECTIVE AREA(ACRES) = 7.86 TOTAL AREA(ACRES) = 8.62 FLOW PROCESS FROM NODE 385.20 TO NODE 385.30 IS CODE = 3 r ;;;;;COK--UTE --------------------------------------------------------------- P PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING C OMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< L [I DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.0 UPSTREAM NODE ELEVATION = 1223.90 DOWNSTREAM NODE ELEVATION 1222.50 FLOWLENGTH(FEET) - 165.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPEFLOW THRU SUBAREA(CFS) = 27.67 TRAVEL TIME(MIN.) = .34 TC(MIN.) N = .013 NUMBER OF PIPES = = 10.09 Fq FLOW PROCESS FROM NODE 385.30 TO NODE 385.40 IS CODE = 3 '-------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 0.0 INCH PIPE IS 21.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.3 UPSTREAM NODE ELEVATION = 1222.50 DOWNSTREAM NODE ELEVATION - 1221.50 FLOWLENGTH(FEET) = 160.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 27.67 TRAVEL TIME(MIN.) = .37 TC(MIN.) = 10.46 F FLOW PROCESS FROM NODE 385.40 TO NODE 385.40 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MINUTES) = 10.46 RAINFALL INTENSITY (INCH. /HOUR) = 4.19 EFFECTIVE STREAM AREA(ACRES) - 7.86 TOTAL STREAM AREA(ACRES) = 8.62 PEAR FLOW RATE(CFS) AT CONFLUENCE = 27.67 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- 1 27.67 10.46 4.194 .49 7.86 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. -- SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE HUMBER Q(CFS) AREA(ACRES) ------------------------------------------- 1 27.67 7.86 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLIAWS: PEAR FLAW RATE(CFS) - 27.67 TIME(MINUTES) 10.456 EFFECTIVE AREA(ACRES).= 7.86 TOTAL AREA(ACRES) = 8.62 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 390.21 TO NODE 385.40 IS CODE = 2 ----------------------------------------------------------------- » » >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 = 730.00 UPSTREAM ELEVATION = 1227.40 'DOWNSTREAM ELEVATION = 1224.00 ELEVATION DIFFERENCE = 3.40 TC - .389 *[( 730.00 ** 3.00)/( 3.40)] ** .20 = 15.909 # 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.260 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, FA(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 6.82 TOTAL AREA(ACRES) 2.73 PEAK FLAW RATE(CFS) = 6 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 385.40 TO NODE 385.40 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 15.91 RAINFALL INTENSITY (INCH. /HOUR) = 3.26 EFFECTIVE STREAM AREA(ACRES) = 2.73 TOTAL STREAM AREA(ACRES) = 2.73 PEAK FLAW RATE(CFS) AT CONFLUENCE = 6.82 CONFLUENCE INFORMATION: STREAM PEAK FLAW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ----------------------------------------------------------- 1 27.67 10.46 4.194 .49 7.86 2 6.82 15.91 3.260 .49 2.73 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 33.66 9.65 2 27.53 10.59 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: x PEAK FLAW RATE(CFS) = 33.66 TIME(MINUTES) 10.456 EFFECTIVE AREA(ACRES) = 9.65 TOTAL AREA(ACRES) - 10.59 FLAW PROCESS FROM NODE 385.40 TO NODE 390.00 IS CODE 3 ---------------------------------------------------------------------- - - - - -- » >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLAW IN 30.0 INCH PIPE IS 23.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.1 UPSTREAM NODE ELEVATION - 1221.50 DOWNSTREAM NODE ELEVATION - 1220.50 FLOWLENGTH(FEET) = 130.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 30.00 PIPEFLOW THRU SUBAREA(CFS) = 33.66 TRAVEL TIME(MIN.) _ .27 TC(MIN.) N .013 NUMBER OF PIPES = = 10.72 01 pm FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 --------------------------------------------------------------- ' GNATE INDEPENDENT STREAM FOR CONFIIJENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: E TIME OF CONCENTRATION(MINUTES) - 10.72 RAINFALL INTENSITY (INCH. /HOUR) = 4.13 EFFECTIVE STREAM AREA(ACRES) - 9.65 TOTAL STREAM AREA(ACRES) = 10.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.66 FLAW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE - 7 ---------------------------------------------------------------------------- » » >USE SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.36 RAIN INTENSITY(INCH /HOUR) 3.33 EFFECTIVE AREA(ACRES) = 9.68 TOTAL AREA(ACRES) = 10.19 PEAK FLAW RATE(CFS) - 25.37 AVERAGED LASS RATE, Fm(IN /HR) _ .480 �k�rakir�kak�k�Ilrtk*# aktkakakaktkk* tk�kkdribakilr** tk�kak�kaktk** �k** ak�rakaktk�rtkaktktkakaktkakaktktk�k�kdrtklk *tktktkakak�kakIc�kdr *aktk FLAW PROCESS FROM NODE 390.00 TO NODE 390.00 CODE 1 F; ----------------------------------------------------------------------- »» ;DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.36 RAINFALL INTENSITY (INCH. /HOUR) = 3.33 EFFECTIVE STREAM AREA(ACRES) = 9.68 TOTAL STREAM AREA(ACRES) = 10.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.37 CONFLUENCE INFORMATION: STREAM PEAK FLAW TIME INTENSITY NUMBER RATE(CFS) (MIN.) (INCH /HOUR) ---------------------------------- - - - - -- FM EFFECTIVE (IN /HR) AREA(ACRES) --------------- - - - - -- ._.v_r...^u- �..�...'......._.. _. - «. .,, _,,.a �...,. .. ...� :. ...�.__��_..x....�4�- .......... ..._�..�i__. ..�. �..... _._�.sr....._.ns�.......v....�. ...iaa...7a..... :FZ�. ova :��:'_X..+.".;._:,.i.�....w.... �xL w�l..r:,.Ii�.._ -�. J...u.+.a�v. _ae...... ...._.,_ 1 33.66 10.72 4.131 .49 9.65 2 25.37 15.36 3.329 .48 9.68 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO .` ONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 56.35 16.41 2 51.63 19.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLAW RATE(CFS) - 56.35 TIME(MINUTES) = 10.722 EFFECTIVE AREA(ACRES) - 16.41 TOTAL AREA(ACRES) = 20.78 FLOW PROCESS FROM NODE 390.00 TO NODE 396.00 IS CODE = 3 ------ ----- ----------- ----- ------------- ------------------------ » » >COMPUTE PIPEFIAW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLAW) « «< DEPTH OF FLAW IN 48.0 INCH PIPE IS 36.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.5 UPSTREAM NODE ELEVATION = 1225.00 DOWNSTREAM NODE ELEVATION - 1224.00 FLOWLENGTH(FEET) = 520.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) 48.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 56.35 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 12.29 Li ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 396.00 TO NODE 396.00 IS CODE - 1 » » >DESIGNATE INDEPENDENT ST REAM F OR C « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) - 12.29 RAINFALL INTENSITY (INCH. /HOUR) = 3.81 EFFECTIVE STREAM AREA(ACRES) = 16.41 TOTAL STREAM AREA(ACRES) = 20.78 PEAK FLAW RATE(CFS) AT CONFLUENCE 56.35 FLAW PROCESS FROM NODE 395.01 TO NODE 395.03 IS CODE = 2 F ;- ->->----------------------------- »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 = 1000.00 UPSTREAM ELEVATION = 1237.40 DOWNSTREAM ELEVATION = 1229.40 ELEVATION DIFFERENCE = 8.00 TC = .389 *[( 1000.00 ** 3.00)/( 8.00)] ** .20 = 16.193 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.226 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LASS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 8.46 cl, .,,.. w. z.._. �.._ �.. J..._. a. u_.........._. �e...._.._...._.:. r.':; �_. a�-_. �......._ �..___ d._. �. �._......_._. �._..___,.a_.._.._.. �aa....:. ��<:. a`. s..: �.. t x::. ; ..,.w..v�.n...e......a._.w. _. .a. .� ».e......;+w..._..�,,., TOTAL AREA(ACRES) 3.43 PEAR FLOW RATE(CFS) = 8.46 'TLAW PROCESS FROM NODE 395.03 TO NODE 396.00 IS CODE 6 » »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 1229.40 DOWNSTREAM ELEVATION = 1224.00 STREET LENGTH(FEET) = 460.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .480 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.74 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .76 HALFSTREET FLOODWIDTH(FEET) - 4.18 AVERAGE FLAW VELOCITY(FEET /SEC.) = 5.93 PRODUCT OF DEPTH &VELOCITY - 4.53 [ STREETFLOW TRAVELTIME(MIN) = 1.29 TC(MIN) - 17.49 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.080 SOIL CLASSIFICATION IS "A" _ RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) .4850 SUBAREA AREA(ACRES) - 2.81 SUBAREA RUNOFF(CFS) 6.56 EFFECTIVE AREA(ACRES) = 6.24 AVERAGED Fm(INCH /HR) _ .485 TOTAL AREA(ACRES) - 6.24 PEAK FLAW RATE(CFS) - 14.57 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .85 HALFSTREET FLOODWIDTH(FEET) = 4.51 FLAW VELOCITY(FEET /SEC.) = 6.20 DEPTH *VELOCITY = 5.27 Cr ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 396.00 TO NODE 396.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) - 17.49 RAINFALL INTENSITY (INCH. /HOUR) 3.08 EFFECTIVE STREAM AREA(ACRES) - 6.24 ' TOTAL STREAM AREA(ACRES) = 6.24 PEAK FLAW RATE(CFS) AT CONFLUENCE = 14.57 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) - - - - -- 1 56.35 12.29 3.807 .48 16.41 2 14.57 17.49 3.080 .49 6.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 69.46 20.79 2 58.61 22.65 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 69.46 TIME(MINUTES) = 12.286 EFFECTIVE AREA(ACRES) = 20.79 TOTAL AREA(ACRES) = 27.02 FLOW PROCESS FROM NODE 396.00 TO NODE 396.00 IS CODE 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) - 12.29 RAINFALL INTENSITY (INCH. /HOUR) = 3.81 EFFECTIVE STREAM AREA(ACRES) = 20.79 TOTAL STREAM AREA(ACRES) = 27.02 PEAK FLOW RATE(CFS) AT CONFLUENCE 69.46 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY f FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- 1 69.46 12.29 3.807 .48 20.79 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. E SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 69.46 20.79 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ,PEAK FLOW RATE(CFS) = 69.46 TIME(MINUTES) = 12.286 EFFECTIVE AREA(ACRES) = 20.79 TOTAL AREA(ACRES) = 27.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 27.02 EFFECTIVE AREA(ACRES) = 20.79 PEAK FLAW RATE(CFS) = 69.46 END OF RATIONAL METHOD ANALYSIS L ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** EAST VILLAGE HYDROLOGY, LATTERAL H Q =100 YR, CATCH BASINS H -302 AND H -303 V.N., P.M.L., J.N.3810 -020 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** : FILE NAME: A:LATH3.DAT TIME/DATE OF STUDY: 10:38 2/ 1/1988 E USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: U 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) _ .980 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT,= 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4700 SLOPE OF INTENSITY DURATION CURVE _ .6000 -- *TIME-OF- CONCENTRATION MODEL * -- *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * ** E FLOW PROCESS FROM NODE 390.10 TO NODE 390.01 IS CODE 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< E i DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1020.00 UPSTREAM ELEVATION = 1237.40 DOWNSTREAM ELEVATION = 1228.20 ELEVATION DIFFERENCE = 9.20 TC = .389 *[( 1020.00 ** 3.00)/( 9.20)] ** .20 = 15.935 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.257 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LASS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) = 16.07 TOTAL AREA(ACRES) = 6.44 PEAK FLOW RATE(CFS) = 1� 6 07 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 309.01 TO NODE 395.00 IS CODE = 3 U »>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLAW IN 24.0 INCH PIPE IS 18.2 INCHES OR 6 • - � _ _ ... -> .." ,., .... �._ �. - .� __ s._...,.....� .... ... �..:�„^_..�,:±.� � a,Ly::......�...�....i..,. �a �.:.' ft �u:. tiR;,:.,•.: ,'t:3.�..z'a'.5..•,.r•......,<_ u...�.�...awt...i..'s.. <'..,.. .. PIPEFLOW VELOCITY(FEET /SEC.) = 6.3 UPSTREAM NODE ELEVATION = 1228.20 I DOWNSTREAM NODE ELEVATION - 1226.96 FLOWLEMGTH(FEET) = 200.00 MANNINGS N = .013 "°.STIMATED PIPE DIAMETER(INCH) 24.00 NUMBER OF PIPES = 1 eIPEFLOW THRU SUBAREA(CFS) - 16.07 TRAVEL TIME(MIN.) = .53 TC(MIN.) = 16.47 E FLOW PROCESS FROM NODE 395.00 TO NODE 395.00 IS CODE = 1 -------------------- -------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.47 RAINFALL INTENSITY (INCH. /HOUR) = 3.19 EFFECTIVE STREAM AREA(ACRES) = 6.44 TOTAL STREAM AREA(ACRES) = 6.44 ,PEAK FLAW RATE(CFS) AT CONFLUENCE - 16.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 395.00 TO NODE 395.00 IS CODE 2 » » >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 = 900.00 I UPSTREAM ELEVATION = 1235.10 DOWNSTREAM ELEVATION = 1226.97 ELEVATION DIFFERENCE = 8.13 TC = .389 *[( 900.00 ** 3.00)/( 8.13)] ** .20 = 15.152 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.357 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LASS RATE, Fm(INCH /HR) _ .4850 SUBAREA RUNOFF(CFS) 9.69 TOTAL AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) 9.69 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 395.00 TO NODE 395.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) - 15.15 RAINFALL INTENSITY (INCH. /HOUR) = 3.36 EFFECTIVE STREAM AREA(ACRES) = 3.75 TOTAL STREAM AREA(ACRES) - 3.75 PEAK FLAW RATE(CFS) AT CONFLUENCE = 9.69 CONFLUENCE INFORMATION: STREAM PEAK FLAW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------- - - - - -- 1 16.07 16.47 3.193 .49 6.44 2 9.69 15.15 3.357 .49 3.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO C7 I CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 25.21 10.19 2 25.37 9.68 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLAW RATE(CFS) - 25.37 TIME(MINUTES) = 15.152 EFFECTIVE AREA(ACRES) 9.68 TOTAL AREA(ACRES) - 10.19 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 395.00 TO NODE 390.30 IS CODE = 3 ---------------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) - 7.1 UPSTREAM NODE ELEVATION = 1226.97 DOWNSTREAM NODE ELEVATION - 1226.60 FLOWLENGTH(FEET) = 60.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES= 1 PIPEFLOW THRU SUBAREA(CFS) 25.37 ,TRAVEL TIME(MIN.) _ .14 TC(MIN.) 15.29 FLAW PROCESS FROM NODE 390.30 TO NODE 390.00 IS CODE 3 r__ - - -- -------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< _ »» >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.5 UPSTREAM NODE ELEVATION - 1226.60 DOWNSTREAM NODE ELEVATION = 1225.00 FLAWLENGTH(FEET) - 55.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 21.00 PIPEFLOW THRU SUBAREA(CFS) 25.37 TRAVEL TIME(MIN.) _ .07 TC(MIN.) N = .013 NUMBER OF PIPES = = 15.37 1 FLAW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) - 15.37 RAINFALL INTENSITY (INCH. /HOUR) = 3.33 EFFECTIVE STREAM AREA(ACRES) = 9.68 , TOTAL STREAM AREA(ACRES) = 10.19 PEAR FLAW RATE(CFS) AT CONFLUENCE - 25.37 CONFLUENCE INFORMATION: STREAM PEAR FLOW TIME INTENSITY FM EFFECTIVE NUMBER -- RATE(CFS) -- (MIN_) - (INCH /HOUR) (IN /HR) AREA(ACRES) -- 1 25.37 15.37 3.329 .48 9.68 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: +TREAM CONFLUENCE EFFECTIVE HUMBER Q(CFS) AREA(ACRES) 1 25.37 9.68 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLAW RATE(CFS) = 25.37 TIME(MINUTES) 15.366 EFFECTIVE AREA(ACRES) = 9.68 TOTAL AREA(ACRES) = 10.19 In END OF STUDY SUMMARY: _ TOTAL AREA(ACRES) = 10.19 � V EFFECTIVE AREA(ACRES) 9.68 �}'7'(�- Fo 9- F- L L= LA Tf1 _ D A t PEAR FLOW RATE(CFS) = 25.37 N END OF RATIONAL METHOD ANALYSIS G #w fwl 77.777- I STREET CAPACITY CALCULATIONS r hw H A I r'N% At A %P A I Ir I -I f ^ nt%'rA Ik Or--?% 0 � Da • • CIVIL ENGINEERING LAND PLANNING LAND SURVEYING F c E t Ell SUBJECT — 17 - , "7 rAoAc,TY By vent .r1 DATE � . I 8�1� h Jos wo. 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Q_.6 ?C o0 T/l r /c A. ��' S• /3C 6 •g ZD- 6� 24.b9 Ob.246 2eo-• 61 0-2".2'11-43 p•7S 2c� 0.x}4 2v•du rrC 13.5 �� /w� 12 -35' 34.02 0.363 622.6 ) p •76 2,0.00 7c 1 S (P-/µ) 5 22.11 0.259 231 -4f 0 -85 20.m -rye tN g - 54 2`1- 65 ' 8 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE lOB NO. SHEET OF L a 8 A s i K4 L L 2UN -O FF 25 Quo PM 6 t 1 1 %' 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626.3428 • (714) 641.8777 IM W �Y * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # 100908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** e E.VILLAGE HYDROLOGY, C.B #M304 CONFLUENCE CALLS E Q 25 YR VENKI.N ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: CB #M304.DAT TIME/DATE OF STUDY: 17:16 11/15/1988 USER SPECIFIED HYDROLOGY AND HYDRAULIC MOD I .peeee azs=s= - - *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 _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _= 8 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1520 C_ I '.OPE OF INTENSITY DURATION CURVE _ .6000 FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 7 ---------------------------------------------------------------------------- » » > US E R SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.94 RAIN INTENSITY(INCH /HOUR) 3.20 EFFECTIVE AREA(ACRES) = 2.60 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) 6.35 AVERAGED LOSS RATE, Fm(IN /HR) _ .485 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 1 ME -------------------------------------------------------------------- - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 10.94 RAINFALL INTENSITY (INCH. /HOUR) 3.20 EFFECTIVE STREAM AREA(ACRES) = 2.60 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.35 F LOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 7 »» >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< C USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.14 RAIN INTENSITY(INCH /HOUR) = 2.44 EFFECTIVE AREA(ACRES) = 11.05 '?TAL AREA(ACRES) = 11.13 PEAK FLOW RATE(CFS) = 20.46 t _., - ,/ - ERAGED LOSS RATE, FM(IN /HR) _ .390 C j FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< , >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.14 RAINFALL INTENSITY (INCH. /HOUR) 2.44 EFFECTIVE STREAM AREA(ACRES) = 11.05 TOTAL STREAM AREA(ACRES) = 11.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.46 IRAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE ?MBER Q (CFS ) 24.21 EFFECTIVE AREA(ACRES) - 9.65 2 25.04 13.65 "COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: = PEAK FLOW RATE(CFS) = 25.04 TIME(MINUTES) 17.140 EFFECTIVE AREA(ACRES) = 13.65 TOTAL AREA(ACRES) = 13.73 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.73 [ EFFECTIVE AREA(ACRES) = 13.65 PEAK FLOW RATE(CFS) _ T _%"KTT AT+. 10AMY^WAT- %fVRU^" AWATMOY0 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ---------------------------------------------------------- 1 6.35 10.94 3.198 .49 2.60 2 20.46 17.14 2.443 .39 11.05 IRAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE ?MBER Q (CFS ) 24.21 EFFECTIVE AREA(ACRES) - 9.65 2 25.04 13.65 "COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: = PEAK FLOW RATE(CFS) = 25.04 TIME(MINUTES) 17.140 EFFECTIVE AREA(ACRES) = 13.65 TOTAL AREA(ACRES) = 13.73 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.73 [ EFFECTIVE AREA(ACRES) = 13.65 PEAK FLOW RATE(CFS) _ T _%"KTT AT+. 10AMY^WAT- %fVRU^" AWATMOY0 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial S 100908 Especially prepared for: HALL & FOREMAN * * * *********** *** ********* DESCRIPTION OF STUDY ** * ****** * **** ****** * * * *** VILLAGE HYDROLOGY, C.B 511304 i►+ '0O Yt PM ** r, r** w*: w*:*ti r* w*, r********** *ww,ww**,ir **,Mrww *aw,rirw,r,rw *rte* *rte► *w,rw� *�r,kwww L ILE NAME: CB*604.DAT TIME /DATE OF STUDY: 17:34 11/15/1988 SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TINE -OF- CONCENTRATION MODEL * -- SER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECINAL) TO USE FOR FRICTION SLOPE _ .95 USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 0-YEAR STORM 60-MINUTE INTENSITY(INCH /HOUR) _ .980 100-YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.470 C PUTED RAINFALL INTENSITY DATA: I EVENT = 100.00 1-HOUR INTENSITY(INCH /HOUR) = 1.4700 eeE OF INTENSITY DURATION CURVE _ .6000 **********:* w* ��rw, e, Rw**** yr*** wr►*** ww* *w,r *,rirw,w,o- *w ****a►+r **tieir* LOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 7 --USER SPECIFIED HYDROLOGY INFORMATION AT NODE -c<«< _ os: sszs aa: asaas:s sss: ss= sss sss sssa== ssssa= =s=sssszssaassaa=ssa :ssss=sa=us q = SER-SPECIFIED VALUES ARE AS FOLLOWS: C(MIN) = 10.94 RAIN INTENSITY(INCH/HOUR) = 4.08 FFECTIVE AREA(ACRES) = 2.60 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 8.42 VERAGED LOSS RATE, Fm(1N /HR) _ .485 OW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 1 ----------------------------------------- ----- -------------- ------------ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ROMFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 10.94 AINFALL INTENSITY (INCH. /HOUR) = 4.08 FFECTIVE STREAM AREA(ACRES) = 2.60 ^Tel STREAM AREA(ACRES) = 2.60 t FLOW RATE(CFS) AT CONFLUENCE = 8.42 FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 7 ..- ... u+_. �.._.._......_....... ��,. �. .....u�....�..._�......:.��,... _.u a,_.. �.,>...e. e..._. �...� � ... ��.`.,.r....... �n,. �».. J.':. �'... �. �_ ����y". y t.: �.. v.. �r„ s' X: i....... w. �......_..._.. .....�.CJ'.J.�c "�:++._.�s_. -... r. ..._.......,. --------------------------------------------------------------------------- mm& - -USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: �IN) = 16.98 RAIN INTENSITY(INCH /HOUR) = 3.14 -CTIVE AREA(ACRES) = 11.11 OTAL AREA(ACRES) = 11.13 PEAK FLOW RATE(CFS) = 27.51 AVERAGED LOSS RATE, Fm(IN /HR) _ .390 C , ***** * :*w** * *w * ** * FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE a 1 ------------------------------------------------------------------------- » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< > >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES - sssazaazszaszsas ssssssazasss:s ss:s zzs:x sssasa sssszsss :szzsszaszzasssssassss ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IME OF CONCENTRATION(MINUTES) = 16.98 RAINFALL INTENSITY (INCH. /HOUR) = 3.14 ( FFECTIVE STREAM AREA(ACRES) = 11.11 OTAL STREAM AREA(ACRES) = 11.13 EAK FLOW RATE(CFS) AT CONFLUENCE = 27.51 I FLUENCE INFOR14AI rTREAM PEAK FLOW BER RATE(CFS) -------------------- 1 8.42 2 27.51 ZION: TINE INTENSITY FM EFFECTIVE (MIN.) (INCH /HOUR) (IN/HR) AREA(ACRES) .--------------------------------------- 10.94 4.081 .49 2.60 16.98 3.135 .39 11.11 AINFALL INTENSITY AND TIME OF CONCENTRATION RATIO L . !.UENCE FORMULA USED FOR 2 STREAMS. N..., .MRY RESULTS: STREAM CONFLUENCE EFFECTIVE UMBER 0(CFS) AREA(ACRES) 1 32.25 9.76 2 33.71 13.71 OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: EAK FLOW RATE(CFS) a 33.71 TIME(MINUTES) = 16.980 EFFECTIVE AREA(ACRES) a 13.71 OTAL AREA(ACRES) = 13.73 x: zsssaszsss ss: sszzs=s zzssss =zzaaz=szzsaa=sasaaszs=z=zaas ND OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.73 fFECTIVE AREA(ACRES) a 13.71 EAK FLOW RATE(CFS) = 33.71 ND OF RATIONAL METHOD ANALYSIS hw ** * *NNtMf * * * * * * * * * * *e * *----*wrw*s*s* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (sea) Ver. 4.1C Release Date: 5/11/87 Serial # 100908 Especially prepared for: HALL & FOREMAN * *** * ******************* DESCRIPTION OF STUDY E.VILLAGE HYDROLOGY, CB 0006 ....<>..__.._....._ o........._,= d. �....._,, ,,...jw..d.�_..a:�..:_.':x+..i� w.ir.. ....�.s.�...,_:...�.:G. -„� „a..:6`n:... VN 25 TR NAME: CBSM306.DAT ­c /DATE OF STUDY: 17:36 11/15/1988 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TINE-OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 ECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 PECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 0 -YEAR STORM 60- MINUTE INTENSITT(INCH /HOUR) _ .980 00 - TEAR STORM 60 INTENSITY(1NCH/HOUR) = 1.470 OMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(1NCH /HOUR) = 1.1520 1 LOPE OF INTENSITY DURATION CURVE _ .6000 * ***** *w *w* r*sw **w r * *r*** ts*r*wne* *w te* r **e+r*we�e *wu * *se*,►ww : *w * * * * *, i 'LOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 7 -------------------------------------------- ------- ---- -- ----- --- ---- - -- --- SPECIFIED HYDROLOGY INFORMATION AT NODE « «< U SER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.66 RAIN INTENSITY(INCH /HOUR) = 2.80 ( F FECTIVE AREA(ACRES) = 2.60 'L AREA(ACRES) 2.60 PEAK FLOW RATE(CFS) = 5.41 .RAGED LOSS RATE, Fm(IN /HR) _ .490 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 --------------------------------------------- ----- ---- --------- ---- -- - - - --- GNATE INDEPENDENT STREAM FOR CONFLUENCE-c<«< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: , IME OF CONCENTRATION(MINUTES) = 13.66 AINFALL INTENSITY (INCH. /HOUR) = 2.80 EFFECTIVE STREAM AREA(ACRES) = 2.60 TOTAL STREAM AREA(ACRES) = 2.60 EAK FLOW RATE(CFS) AT CONFLUENCE _ 5.41 PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 7 » > >>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< L R-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.43 RAIN INTENSITY(1NCH/HOUR) = 2.83 FFECTIVE AREA(ACRES) = 2.00 OTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 4.22 Wvr.RAGED LOSS RATE, Fm(IN /HR) _ .485 L f PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IME OF CONCENTRATION(MINUTES) = 13.43 ?ALL INTENSITY (INCH. /HOUR) = 2.83 .,cCTIVE STREAM AREA(ACRES) = 2.00 0TAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.22 �rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrwrrrrrwrwrrrrrrrrrrrrr FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 1S CODE = 7 . ......................•..........-.------- --- ----------- ----------•------ SPECIFIED HYDROLOGY INFORMATION AT NODE« «< USER - SPECIFIED VALUES ARE AS FOLLOWS: C(MIN) = 13.32 RAIN INTENSITY(INCH /HOUR) = 2.84 FFECTIVE AREA(ACRES) = 2.86 TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) = 6.07 �I VERAGED LOSS RATE, Fm(IN /HR) = .485 rrrtrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrttrrrrrrrrrrrrrrrrrrrrrrrrrrrrtrrrrrr LOW PROCESS FROM NODE 330.00 TO NODE 330.00 1S CODE = 1 » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< xxxxszs:sss ssss ss awaa::ss sssss ess sas s= sss= ss::asaazssa==a=sasasssasssasan FLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: IME OF CONCENTRATION(MINUTES) = 13.32 RAINFALL INTENSITY (INCH. /HOUR) = 2.84 F_FECTIVE STREAM AREA(ACRES) a 2.86 t. STREAM AREA(ACRES) = 2.86 ....•.K. FLOW RATE(CFS) AT CONFLUENCE = 6.07 PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 7 » »USER SPECIFIED HYDROLOGY INFORMATION AT NODE -M«< aassas=s sssssss sssssss sass a: ss ass ssssaasss szsszzzsssssassssassssssaaaass= USER - SPECIFIED VALUES ARE AS FOLLOWS: I C(MIN) = 16.00 RAIN INTENSITY(INCH /HOUR) = 2.55 FFECTIVE AREA(ACRES) = 2.48 OTAL AREA(ACRES) a 2.48 PEAK FLOW RATE(CFS) = 4.60 AVERAGED LOSS RATE, Fm(IN /HR) _ .486 • rrrrrrrrrrrrrrrrrtrrwrrrrrrrrwr�► rrrrrrrtrrrrrrrrrrrrrrrrrrrrwwrwrrrrrrwrrr fL OW PROCESS FROM NODE 330.00 TO NODE 330.00 1S CODE = 1 >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< «< »> »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< MON FLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: 'T IME OF CONCENTRATION(MINUTES) = 16.00 RAINFALL INTENSITY (INCH. /HOUR) = 2.55 FFECTIVE STREAM AREA(ACRES) = 2.48 STILL STREAM AREA(ACRES) = 2.48 �.. <'.. FLOW AATE(CFS) AT CONFLUENCE = 4.60 I FLUENCE INFORMATION: TEAM PEAK FLOW TIME INTENSITY FM EFFECTIVE HUMBER RATE(CFS) (MIN.) (INCH /HOUR) (1N /HR) AREA(ACRES) . . u .. .. .r.._1.. .4 �.E_�. ..._1... ..._6... � -. �._.rs..�5 ..`+ z...< �: ,.._.._ c_.+.... a..,`-: u� .....x.4..!Jf.:��:�hr.c_.�...: . .�.. ... .. ......__......- .....1........_. _ti.. .._. . _ ............................................................. 1 5.41 13.66 2.799 .49 2 4.22 13.43 2.828 .49 2.60 2.00 3 6.07 13.32 2.842 .49 2.86 4.60 16.00 2.546 .49 2.48 INFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. SUMMARY RESULTS: TREAN CONFLUENCE EFFECTIVE ER 0(CFS) AREA(ACRES) -------------------------7------------------ 1 19.95 9.58 2 20.03 9.50 3 20.03 9.44 4 18.44 9.94 OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: VEAK FLOW RATE(CFS) a 20.03 TINE(MINUTES) a 13.320 EFFECTIVE AREA(ACRES) a 9.44 10TAL AREA(ACRES) a 9.94 END OF STUDY SUMMARY: TOTAL AREA(ACRES) a 9.94 FFECTIVE AREA(ACRES) a 9.44 EAK FLOW RATE(CFS) a 20.03 END OF RATIONAL METHOD ANALYSIS I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (sea) Ver. 4.1C Release Date: 5/11/87 Serial 0 I00908 Especially prepared for: HALL & FOREMAN * *** * *** ***** *** ***** *** DESCRIPTION OF STUDY ******* * *** * **** ********** E.VILLAGE HYDROLOGY, C.B *306 100 YR u * ILE NAME: CB01306.DAT IME /DATE OF STUDY: 17:39 11/15/1988 SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- SER SPECIFIED STORM EVENT(YEAR) a 100.00 PECIFIED MINIMUM PIPE SIZE(INCH) a 18.00 PECIFIED PERCENT OF GRADIENTS(DECINAL) TO USE FOR FRICTION SLOPE a .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 0-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) a .980 NP--YEAR STORM 60-MINUTE 1NTENSITY(INCH /HOUR) a 1.470 JTED RAINFALL INTENSITY DATA: TORN EVENT a 100.00 1-HOUR INTENSITY(INCH /HOUR) a 1.4700 LOPE OF INTENSITY DURATION CURVE a .6000 _ v._. ._.._,._____'`.- __.......�._..a �.u.r._....__ _.__.... i._.. �. �...w �.., �_ S.. i.«, s..,....._. zs�....<. �. d�i��....,_._ a_,_, �s..__.... x�. o._ �.«..,.... s�::,:...:.. m.-. v�...... e.. ii. t,. n:.. w�... iesz„_ :.��u.� :a_..�,:.. :. -..�.. �....,:. _.:;....�:....a.:._... PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 7 _-------------------------------------------------------------------------- _.� -USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< IS SE- R -SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.66 RAIN INTENSITY(INCH/HOUR) = 3.57 fFECT1VE AREA(ACRES) = 2.60 TAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 7.22 UVERAGED LOSS RATE, F _ .485 ** *ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM E l POSSIBLE VALUE OF .49(INCHES /HOUR) * tttttttttttttttttttttttttttttttttttttttttttttttttt ►ttttttttttttttrtttttttt LOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< WON FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: IME OF CONCENTRATION(MINUTES) = 13.66 RAINFALL INTENSITY (INCH. /HOUR) = 3.57 q F FECTIVE STREAM AREA(ACRES) = 2.60 TAL STREAM AREA(ACRES) = 2.60 AK FLOW RATE(CFS) AT CONFLUENCE = 7.22 pw tttttttttrttttttttttttttttttttttttttttttttttttttttttttttrt :tttttt*ttttr FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 7 r---------------------------------•--------- ------- ------ ----- ------- -- - --- , USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: (MIN) = 13.43 RAIN INTENSITY(INCH/HOUR) = 3 .61 FECTIVE AREA(ACRES) = 2.00 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 5.62 AVERAGED LOSS RATE, FMO N/HR) _ .485 *ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .49(INCHES /HOUR) PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 IGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IHE Of CONCENTRATION(MINUTES) = 13.43 INFALL INTENSITY (INCH. /HOUR) = 3.61 FECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 'AK FLOW RATE(CFS) AT CONFLUENCE = 5.62 . ttttttttttttttttttttttttttt tttttt tttttttttttttttttttttttttttttttttttttttttt MLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 7 -USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< :- j uazaasaaaasas ssassss zazsssszx= xsaxxasssaasazaas sz :xassasxssssza=ss :z=s=s �c SER-SPECIFIED VALUES ARE AS FOLLOWS: (MIN) = 13.32 RAIN INTENSITY(1NCH/HOUR) = 3.63 EFFECTIVE AREA(ACRES) 2.86 10 TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) = 8.14 VERAGED LOSS RATE, Fm(1N /HR) _ .485 r 1 �trwtrtrrrwrrrrrrrrrrrrrrrrrr rrrwrwrrw, rrrrrrrrrrrrrrrwrrrrrrrrrrrrrrrrr �..ii PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 -- DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< VALUES USED FOR INDEPENDENT STREAM 3 ARE: RIME OF CONCENTRATION(MINUTES) = 13.32 RAINFALL INTENSITY (INCH. /HOUR) = 3 .63 FFECTIVE STREAM AREA(ACRES) = 2.86 OTAL STREAM AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.14 * wwwwwwwwwwwwwwwwwwwwrwwwwwwwwwwwww, rwwwwwwwwwwwwwwrrwwwwwwwrwwwwwwrwrrrrw FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 7 SPECIFIED HYDROLOGY INFORMATION AT NODE ««< USER - SPECIFIED VALUES ARE AS FOLLOWS: C(MIN) = 16.00 RAIN INTENSITY(INCH /HOUR) = 3.25 FFECTIVE AREA(ACRES) = 2.48 TOTAL AREA(ACRES) = 2.48 PEAK FLOW RATE(CFS) = 6.17 VERAGED LOSS RATE, Fm(IN /HR) _ .485 . wwwwwrrwwrt: rrrrwwrrrrrrrrrwrrrrrrrwwrwrrrrwwrrrw LOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 - i1 'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< L FLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MINUTES) = 16.00 J AINFALL INTENSITY (INCH. /HOUR) = 3.25 FFECTIVE STREAM AREA(ACRES) = 2.48 OTAL STREAM AREA(ACRES) = 2.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.17 I FLUENCE INFORMATION: TREAN PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) VACH /HOUR) (IN/HR) AREA(ACRES) 1 - 1 7.22 13.66 3.572 .49 2.60 2 5.62 13.43 3.609 .49 2.00 3 8.14 13.32 3.627 .49 2.86 4 6.17 16.00 3.249 .49 2.48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO JJ ONFLUENCE FORMULA USED FOR 4 STREAMS. &INMARY RESULTS: STREAM CONFLUENCE EFFECTIVE UMBER 0(CFS) AREA(ACRES) 26.65 9.58 ` 26.75 9.50 L 4 3 26.75 9.44 24.77 9.94 ED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.75 TIME(MINUTES) = 13.430 e. 6 M 3 0Z _.�_._.r.�6 -__.. _.,..���._.. .. �_•...._'s.: " "..�>- :._�........._..._- 777 ._...., 777 7=7 a,- 3 -� EFFECTIVE AREA(ACRES) = 9.50 s JOTAL AREA(ACRES) = 9.94 LEND OF STUDY SUMMARY: AREA(ACRES) = 9.94 ;.:.cCTIVE AREA(ACRES) = 9.50 EAK FLOW RATE(CFS) = 26.75 szssasssassasss :ssssssssssssssesssi END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial 0 100908 Especially prepared for: HALL i FOREMAN #t # # # #### ### #### # #r #r### DESCRIPTION OF STUDY ******** # #******** # #*****# E.VILLAGE HYDROLOGY, C.B #11307 AW 25 YR ILE NAME: CBSM307.DAT IME/DATE OF STUDY: 17:44 11/15/1988 : sssss:: sssssassssss=a =sass =ssss=asaasss 'SER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -•- �sassssea= s= s= ssssssssssassas= sssssssass =sss=ass:==sssssasassasss=s=san -- *TIME -OF- CONCENTRATION MODEL * -- I SER SPECIFIED STORM EVENT(YEAR) = 25.00 PECIFIED MINIMUM PIPE SIZE(INCH) a 18.00 PECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* t -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .980 0-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: TORN EVENT = 25.00 1 INTENSITY(INCH /HOUR) = 1.1520 LOPE OF INTENSITY DURATION CURVE _ .6000 PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 7 > >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE -- USER - SPECIFIED VALUES ARE AS FOLLOWS: (MIN) = 15.12 RAIN INTENSITY(INCH /HOUR) = 2.63 C TA FECTIVE AREA(ACRES) = 3.43 L AREA(ACRES) = 3.43 PEAK FLOW RATE(CFS) = 6.63 AVERAGED LOSS RATE, Fm(IN /HR) _ .487 OW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 1 > »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< aa:: =rss::sss:as=ssssss:sss :::s :sss :ssasm:sssasa :sass :sszss::: :=ssssssss:ss= ._��...�_:_.__.�_ ._a_..�_.� __.... L.__. Y._..._....__....__�..�,...,,v< x. �..._ w. W_...... a�:;..__ u: �. s._: �.;: z:.__.. t.., �::.; �.,: v:::.:.,_ v_..•___- �.__ �._. �,. xa.,...:_.....:.. �.�.h._.�.- e.,...._..G._�.:.,.. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: IME OF CONCENTRATION(MINUTES) = 15.12 I AINFALL INTENSITY (INCH. /HOUR) = 2.63 FFECTIVE STREAM AREA(ACRES) = 3.43 ��'' STREAM AREA(ACRES) = 3.43 . FLOW RATE(CFS) AT CONFLUENCE = 6.63 LOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 7 ------•-••-••••••---------------------•••• ..--- ---- --- ------••••....----- »---USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< SER-SPECIFIED VALUES ARE AS FOLLOWS: C(MIN) = 16.49 RAIN INTENSITY(INCH/HOUR) = 2.50 EFFECTIVE AREA(ACRES) = 2.85 VV TAL AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) = 5.17 ERAGED LOSS RATE, Fm(IN /HR) _ .485 PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 1 -----------------•••••••••••••--••---------• --------------- ---------....... a> - DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -«< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IME OF CONCENTRATION(MINUTES) = 16.49 AINFALL INTENSITY (INCH. /HOUR) = 2.50 EFFECTIVE STREAM AREA(ACRES) = 2.85 TAL STREAM AREA(ACRES) = 2.85 FLOW RATE(CFS) AT CONFLUENCE _ 5.17 CONFLUENCE INFORMATION: (REAM PEAK FLOW TIME INTENSITY FM EFFECTIVE BER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ......................................................... 1 6.63 15.12 2.634 .49 3.43 2 5.17 16.49 2.500 .48 2.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO fLUENCE FORMULA USED FOR 2 STREAMS. RY RESULTS: TTAM RE CONFLUENCE EFFECTIVE NUMBER 0(CFS) AREA(ACRES) 1 11.68 6.04 2 11.39 6.28 j P UED CONFLUENCE ESTIMATES ARE AS FOLLOWS: r EAK;LOW RATE(CFS) = 11.68 TIME(MINUTES) 15.120 ECTIVE AREA(ACRES) = 6.04 TOTAL AREA(ACRES) = 6.28 JFD OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.28 X FECTIVE AREA(ACRES) = 6.04 AK FLOW RATE(CFS) = 11.68 )F RATIONAL METHOD ANALYSIS rttttmtttttttttttttmtmmtmtttttttttmttttmttttttttttttttmmtt ��i RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Seriat # 100908 Especially prepared for: HALL i FOREMAN * ***** * * * * * * *** *** *** * * *** DESCRIPTION OF STUDY * *** ******** * * * *** **** **** .VILLAGE HYDROLOGY, C.B #F307 100 YR VN LE NAME: C80GO7.DAT TIME/DATE OF STUDY: 17:47 11/15/1988 L '-assz ss: assssssas= saws: sssssasssssaasss ssssssssssss ssssssss :ss:ssssssssss ER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: : oz sssasss: asasssss =saaasssass=sassssssss==s sas =s=s=ssszsaazsasssssz :sssssss -- *TINE-OF- CONCENTRATION MODEL*- - U SER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 ECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 SER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .980 00-YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.470 JPMTED RAINFALL INTENSITY DATA: WORK EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) a 1.4700 SLOPE OF INTENSITY DURATION CURVE a .6000 e*:, r,k► �r***: w, e:** ew* ww* w*** ,ewtir * ** *�ww * *yew+eww **+ewwwuw* *mow * *nr,t,r,kw,r* *,ra * :*,e� - OW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 7 - -USER SPECIFIED HYDROLOGY INFORMATION AT NODE -- I - ER-SPECIFIED VALUES ARE AS FOLLOWS: (MIN) = 15.04 RAIN 1NTENSITY(1NCH /HOUR) = 3.37 EFFECTIVE AREA(ACRES) = 3.43 TAL AREA(ACRES) = 3.43 PEAK FLOW RATE(CFS) = 8.91 " * RAGED LOSS RATE, Fm(IN /HR) _ .485 ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .49(INCHES /HOUR) OW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 1 »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< :saazssss =sssssss=s= sae= sass ==sss=s=sssssassssssssssssssss= MIDN FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: t IN OF CONCENTRATION(MINUTES) = 15.04 FALL INTENSITY (INCH. /HOUR) = 3.37 EFFECTIVE STREAM AREA(ACRES) s 3.43 TAL STREAM AREAUCRES) = 3.43 'C FLOW RATE(CFS) AT CONFLUENCE = 8.91 PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 7 a fm to » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE -- SER- SPECIFIED VALUES ARE AS FOLLOWS: C_(MIN) = 16.49 RAIN INTENSITY(INCH /HOUR) = 3.19 ;TIVE AREA(ACRES) = 2.85 t- -AL AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) = 6.94 VERAGED LOSS RATE, Fm(IN /HR) _ .485 BLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 1 -•••••••••••••••-••---••--••-------•-•-•---• ••.•••••••••••••••••••••••••••- >- DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: LI KE OF CONCENTRATION(MINUTES) = 16.49 INFALL INTENSITY (INCH. /HOUR) = 3.19 EFFECTIVE STREAM AREMACRES) = 2.85 OTAL STREAM AREMACRES) = 2.85 ` EAK FLOW RATE(CFS) AT CONFLUENCE = 6.94 CONFLUENCE INFORMATION: TREAN PEAK FLOW TIME INTENSITY FM EFFECTIVE UMBER RATE(CFS) (MIN.) (INCH /HOUR) (1N /HR) AREMACRES) ........................................................... 1 8.91 15.04 3.372 .49 3.43 2 6.94 16.49 3.190 .48 2.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO r FLUENCE FORMULA USED FOR 2 STREAMS. ARY RESULTS: EAM CONFLUENCE EFFECTIVE NUMBER 0(CFS) AREMACRES) 1 15.66 6.03 2 15.29 6.28 FFFEC CONFLUENCE ESTIMATES ARE AS FOLLOWS: TIVE FLOW RATE(CFS) = 15.66 TIME(MINUTES) = 15.040 AREMACRES) = 6.03 TOTAL AREMACRES) = 6.28 ND OF STUDY SUMMARY: TOTAL AREMACRES) = 6.28 EFFECTIVE AREMACRES) = 6.03 EAK FLOW RATE(CFS) = 15.66 ssszxasa :asaszss :ssamssasz ass: asasa: saz :xaxzszxzszzasa=xzzxsazsas=as�a END OF RATIONAL METHOD ANALYSIS ?" IV *•* tt�+ i► t** 1r *f*4**Mt * *,tie,�tr*w* * *+r**e�rw *tee * * *�r�ew�t*+► RATIONAL METHM HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (sea) Ver. 4.1C Release Date: 5/11/87 Serial / 100908 Especially prepared for: HALL & FOREMAN ** * • * * * *w **•w**www*+rw* DESCRIPTION OF STUDY ** * *** ** * *** *** *** ******* .VILLAGE HYDROLOGY, C.B 0308 °G 25 Y VN •,►, r+ rwwww, rwwwt* w:**** www* w,► * *rrm **w+►* **,rmmmmmw *�►wmm *w*m FILE NAME: CBNM308.DAT 'DATE OF STUDY: 17:50 11/15/1988 I - SER s=s SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: erssss: ssasssss a== = :ss : : : : : : :=sss : : : :ssssss==sss: :sass : :s :ss :ss :=s::ss= :sa= -- *TIME-OF- CONCENTRATION MODEL*- - tSER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 PECIFIED PERCENT OF GRADIENTS(DECINAL) TO USE FOR FRICTION SLOPE _ .95 USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH /HOUR) _ .980 00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 L PUTED RAINFALL INTENSITY DATA: TORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1520 SLOPE OF INTENSITY DURATION CURVE _ .6000 •** �r* w** w** m** �r* umm* w, �ti ew, e*+ r* �e�r* mw*,► ,wr *w,r*w * * * * *ma+r *w *ynrwm,r,�r S LOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 7 ­­USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< SER - SPECIFIED VALUES ARE AS FOLLOWS: C(MIN) = 15.35 RAIN INTENSITY(INCH /HOUR) = 2.61 EFFECTIVE AREA(ACRES) = 4.40 OTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 8.42 1GED LOSS RATE, Fm(IN /HR) _ .485 PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 1 GNATE INDEPENDENT STREAM FOR CONFLUENCE « «< VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.35 AINFALL INTENSITY (INCH. /HOUR) = 2.61 FFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.42 rw* ra�mwmmsremw* ww* ww: ww� ►mwwwww *wwm *w *�rw*ww *wmw*m *mmm LOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 7 > >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< SER-SPECIFIED VALUES ARE AS FOLLOWS: (MIN) = 19.39 RAIN INTENSITY(INCH/HOUR) = 2.27 EFFECTIVE AREA(ACRES) = 4.02 OTAL AREA(ACRES) = 4.02 PEAK FLOW RATE(CFS) = 6.45 VERAGED LOSS RATE, FmtIN /HR) _ .487 i, ir�rt, r** w** ww*, tw* m*****, r+ rw*+ nHr+,� * * *r *w* * *wwwwwaww** *wirmw 19 LOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 1 te a» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAK VALUES ««< MV.N FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: MME OF CONCENTRATION(MINUTES) = 19.39 "ALL INTENSITY (INCH. /HOUR) = 2.27 � ,&IVE STREAM AREA(ACRES) = 4.02 OTAL STREAM AREA(ACRES) = 4.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.45 I ONFLUENCE INFORMATION: TREAM PEAK FLOW TIME INTENSITY FN EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------- 1 8.42 15.35 2.610 .49 4.40 2 6.45 19.39 2.269 .49 4.02 L AINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: TREAM CONFLUENCE EFFECTIVE UMBER G(CFS) AREA(ACRES) 1 14.50 7.58 2 13.52 8.42 OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.50 TIME(MINUTES) = 15.350 FFECTIVE AREA(ACRES) = 7.58 OTAL AREA(ACRES) = 8.42 END OF STUDY SUMMARY: fr_f OT . AL AREA(ACRES) = 8.42 ;TIVE AREA(ACRES) = 7.58 K FLOW RATE(CFS) = 14.50 OF RATIONAL METHOD ANALYSIS i RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (sea) Ver. 4.1C Release Date: 5/11/87 Serial 8 I00908 Especially prepared for: HALL & FOREMAN ** * *** * *** * * * * ***** * * * **** DESCRIPTION OF STUDY * ****** * *** ** *•w*w*r**** .VILLAGE C.B *GOB 100 * C ILE NAME: CBMGOB.DAT TIME /DATE OF STUDY: 17:52 11/15/1988 SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TINE -OF- CONCENTRATION MODEL*- - SPECIFIED STORM EVENT(YEAR) = 100.00 *ER ECIFIED MINIMUM PIPE S12E(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 P" im *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 0-YEAR STORM 60-MINUTE INTENSITY(INCH /HOUR) - .980 00-YEAR STORM 60-MINUTE 1NTENSITY(INCH /HOUR) - 1.470 PUTED RAINFALL INTENSITY DATA: ( A EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4700 r -E OF INTENSITY DURATION CURVE _ .6000 NfLOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 7 -------------------------------------------- ----- ------------------- ------- SPECIFIED HYDROLOGY INFORMATION AT NODE « «< 'USER - SPECIFIED VALUES ARE AS FOLLOWS: C(MIN) a 15.25 RAIN INTENSITY(INCH /HOUR) - 3.34 FFECTIVE AREA(ACRES).= 4.40 OTAL AREA(ACRES) a 4.40 PEAK FLOW RATE(CFS) - 11.32 AVERAGED LOSS RATE, Fm(IN /HR) a .485 *ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .49(INCHES /HOUR) ** w* w***, eww* w* ww*** w�* ww** w* w�►* w**** w***** +r,r * *w *w,r *,rww *ww,�►ww**ww* *� *ter* LOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE - 1 IGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< KdON FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.25 AI_NFALL INTENSITY (INCH. /HOUR) = 3.34 :TIVE STREAM AREA(ACRES) a 4.40 ,..AL STREAM AREA(ACRES) a 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE a 11.32 'S LOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE a 7 » »USER SPECIFIED HYDROLOGY INFORMATION AT NODE -- :zassassas: ass: zsaz aassass: sssas assaasarsszz: aszazsasszasssszassssssssssssss C SER-SPECIFIED VALUES ARE AS FOLLOWS: (MIN) a 19.15 RAIN INTENSITY(INCH /HOUR) a 2.92 FFECTIVE AREA(ACRES) = 4.02 TOTAL AREA(ACRES) a 4.02 PEAK FLOW RATE(CFS) a 8.80 r RAGED LOSS RATE, Fm(IN /HR) _ .485 PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE a 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< [» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IME OF CONCENTRATION(MINUTES) = 19.15 1NFALL INTENSITY (INCH. /HOUR) _ 2.92 cFCTIVE STREAM AREA(ACRES) = 4.02 STREAM AREA(ACRES) = 4.02 AK FLOW RATE(CFS) AT CONFLUENCE = 8.80 FLUENCE INFORMATION: STREAM PEAK FLOW TINE INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /NR) AREA(ACRES) _1 - _-_ 3.344_ --__ .49__ ._____ 4.40 -__ 2 8.80 19.15 2.917 .49 4.02 .FALL INTENSITY AND TIME OF CONCENTRATION RATIO FLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: TREAM CONFLUENCE EFFECTIVE UMBER Q(CFS) AREA(ACRES) 1 19.56 7.60 2 18.43 8.42 OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: EAK FLOW RATE(CFS) a 19.56 TIME(MINUTES) a 15.250 EFFECTIVE AREA(ACRES) a 7.60 #%OTAL AREA(ACRES) a 8.42 END OF STUDY SUMMARY: OTAL AREA(ACRES) a 8.42 FFECTIVE AREA(ACRES) a 7.60 EAK FLOW RATE(CFS) a 19.56 szxaa azs: ss ss: s:s: ss: ass szz aaa ssssaaxssas azz sasasssssa :ssszsass :sz :ssssasss c ND OF RATIONAL METHOD ANALYSIS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE �.' (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** RE.VILLAGE HYDROLOGY, C.B #B300 Q 25 YR * VN, 12/29/88 FILE NAME: CB #B300.DAT TIME /DATE OF STUDY: 15:35 12/29/1988 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 _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .980 - -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 1� ,)MPUTED RAINFALL INTENSITY DATA: STORM EVENT - 25.00 1 -HOUR INTENSITY(INCH /HOUR) - 1.1520 SLOPE OF INTENSITY DURATION CURVE _ .6000 ; ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 7 ------------------------------------------ ---------------------------------- » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) - 17.71 RAIN INTENSITY(INCH /HOUR) 2.40 EFFECTIVE AREA(ACRES) = 3.91 TOTAL AREA(ACRES) = 3.91 PEAK FLOW RATE(CFS) - 6.71 AVERAGED LOSS RATE, FM(IN /HR) _ .485 pq ** *ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .49(INCHES /HOUR) FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE 1 ---------------------------------------------------------------------- - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< INFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: � IME OF CONCENTRATION(MINUTES) = 17.71 E RAINFALL INTENSITY (INCH. /HOUR) = 2.40 EFFECTIVE STREAM AREA(ACRES) = 3.91 TOTAL STREAM AREA(ACRES) - 3.91 "PEAK FLAW RATE(CFS) AT CONFLUENCE = 6.71 aw » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER— SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.56 RAIN INTENSITY(INCH /HOUR) = 2.69 VFECTIVE AREA(ACRES) 7.20 DOTAL AREA(ACRES) = 7.20 PEAR FLOW RATE(CFS) - 14.38 AVERAGED LOSS RATE, Fm(IN /HR) _ .485 FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.56 RAINFALL INTENSITY (INCH. /HOUR) - 2.69 EFFECTIVE STREAM AREA(ACRES) = 7.20 TOTAL STREAM AREA(ACRES) = 7.20 PEAR FLOW RATE(CFS) AT CONFLUENCE = 14.38 CONFLUENCE INFORMATION: STREAM PEAR FLOW TIME NUMBER RATE(CFS) (MIN.) 1 -7 1 --------6.71 ----- 17.71 2 14.38 14.56 INTENSITY FM EFFECTIVE (INCH /HOUR) (IN /HR) AREA(ACRES) 2.396 .49 3.91 2.694 .49 7.20 9 ,RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO :)NFLUENCE FORMULA USED FOR 2 STREAMS. — SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 19.15 11.11 T w o 2 20.76 10.41 COMPUTED CONFLUENCE ESTIMATES ARE AS'FOLLOWS: PEAR FLAW RATE(CFS) = 20.76 TIME(MINUTES) = 14.560 EFFECTIVE AREA(ACRES) 10.41 TOTAL AREA(ACRES) = 11.11 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 11.11 EFFECTIVE AREA(ACRES) = 10.41 PEAK FLOW RATE(CFS) 20.76 END OF RATIONAL METHOD ANALYSIS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 k�r�k�k�k+ kak�ktkdrtkaktk�ktk* tktktkdrtktkakakak�k�rak�ktkakakakaktkak�k�e* �kak** irakakak�kaktk�rak�rtkakaktk�kak�k�r�k�kakakaktktkak�k�k�r�k�r RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** E.VILLAGE HYDROLOGY, C.B # B300 Q 100 YR VN,12/29/88 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: CB #B300.DAT TIME/DATE OF STUDY: 16: 6 12/29/1988 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 . UUSER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .980 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 100.00 1 -HOUR INTENSITY(INCH /HOUR) - 1.4700 SLOPE OF INTENSITY DURATION CURVE _ .6000 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< M VALUES ARE AS FOLLOWS: TC(MIN) = 17.57 RAIN INTENSITY(INCH /HOUR) = 3.07 EFFECTIVE AREA(ACRES) = 3.91 TOTAL AREA(ACRES) = 3.91 PEAK FLOW RATE(CFS) 9.10 AVERAGED LOSS RATE, Fm(IN /HR) _ .485 ** *ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .49(INCHES /HOUR) ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE - 1 � � - -i» »DESIGNATE INDEPENDENT STREAM FOR CONFILTENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.57 RAINFALL INTENSITY (INCH. /HOUR) 3.07 t FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< iJSER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.52 RAIN INTENSITY(INCH /HOUR) 3.44 EFFECTIVE AREA(ACRES) = 7.20 TOTAL AREA(ACRES) = 7.20 PEAR FLOW RATE(CFS) = 19.20 ` AVERAGED LASS RATE, Fm(IN /HR) = .485 FLAW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< E l CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.52 RAINFALL INTENSITY (INCH. /HOUR) 3.44 EFFECTIVE STREAM AREA(ACRES) = 7.20 IR TOTAL STREAM AREA(ACRES) = 7.20 tj PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.20 CONFLUENCE INFORMATION: STREAM PEAK FLAW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) - (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- 1 9.10 17.57 3.071 .49 3.91 2 19.20 14.52 3.444 .49 7.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------------------------------- - - - - -- 1 25.88 11.11 2 27.80 10.43 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.80 TIME(MINUTES) 14.520 EFFECTIVE AREA(ACRES) 10.43 TOTAL AREA(ACRES) - 11.11 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 11.11 EFFECTIVE AREA(ACRES) = 10.43 PEAK FLOW RATE(CFS) - 27.80 END OF RATIONAL METHOD ANALYSIS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** E.VILLAGE HYDROLOGY, C.B #B301 VN, 12/29/88, Q 2S j e * * ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i FILE NAME: CB #B301.DAT TIME/DATE OF STUDY: 16:45 12/29/1988 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 _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .980 k"TOR 00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.470 3MPUTED RAINFALL INTENSITY DATA: EVENT - 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1520 SLOPE OF INTENSITY DURATION CURVE = .6000 D ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 7 ---------------------------------------------------------------------- - - - - -- » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) - 13.68 RAIN INTENSITY(INCH /HOUR) 2.80 EFFECTIVE AREA(ACRES) 9.45 TOTAL AREA(ACRES) = 9.45 PEAR FLOW RATE(CFS) - 19.67 AVERAGED LOSS RATE, Fm(IN /HR) _ .485 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) 13.68 .INFALL INTENSITY (INCH. /HOUR) 2.80 FFECTIVE STREAM AREA(ACRES) - 9.45 TOTAL STREAM AREA(ACRES) 9.45 PEAK FLOW RATE(CFS) AT CONFLUENCE - 19.67 err USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.76 RAIN INTENSITY(INCH /HOUR) 2.92 EFFECTIVE AREA(ACRES) = 1.84 TOTAL AREA(ACRES) _. 1.84 PEAR FLOW RATE(CFS) - 4.67 f 7ERAGED LOSS RATE, Fm(IN /HR) _ .097 FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFIUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.76 RAINFALL INTENSITY (INCH. /HOUR) = 2.92 EFFECTIVE STREAM AREA(ACRES) = 1.84 TOTAL STREAM AREA(ACRES) = 1.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.67 CONFLUENCE INFORMATION: STREAM PEAK FLAW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 19.67 13.68 2.797 .49 9.45 2 4.67 12.76 2.916 .10 1.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. �RESULTS : CONFLUENCE EFFECTIVE Q(CFS) AREA(ACRES) o f * -------------------------------------------- 1 24.14 11.29 2 23.96 10.66 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: IPEAK FLOW RATE(CFS) = 24.14 TIME(MINUTES) 13.679 EFFECTIVE AREA(ACRES) = 11.29 TOTAL AREA(ACRES) = 11.29 U END OF STUDY SUMMARY: N TOTAL AREA(ACRES) = 11.29 EFFECTIVE AREA(ACRES) = 11.29 PEAK FLAW RATE(CFS) = 24.14 END OF RATIONAL METHOD ANALYSIS lop A� ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 " Especially prepared for: & FOREMAN C * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** E.VILLAGE HYDROLOGY, CONFLUENCE CALCS C.B #B301 Q 100 YR * VN, 12/29/88 FILE NAME: CB #B301.DAT W TIME/DATE OF STUDY: 16:42 12/29/1988 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .980 kI, 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.470 :_:)MPUTED RAINFALL INTENSITY DATA: STORM EVENT - 100.00 1 -HOUR INTENSITY(INCH /HOUR) - 1.4700 C , SLOPE OF INTENSITY DURATION CURVE _ .6000 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE 7 ---------------------------------------------------------------------------- » > >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< _�- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.68 RAIN INTENSITY(INCH /HOUR) = 3.57 EFFECTIVE AREA(ACRES) = 9.45 TOTAL AREA(ACRES) - 9.45 PEAK FLOW RATE(CFS) = 26.23 AVERAGED LOSS RATE, Fm(IN /HR) _ .485 ** *ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .49(INCHES /HOUR) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE 1 ---------------------------------------------------------------------- - - - - -- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - .INFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: IME OF CONCENTRATION(MINUTES) = 13.68 RAINFALL INTENSITY (INCH. /HOUR) 3.57 EFFECTIVE STREAM AREA(ACRES) - 9.45 TOTAL STREAM AREA(ACRES) = 9.45 ; iPEAK FLAW RATE(CFS) AT CONFLUENCE = 26.23 p" --------------------------------------------------------------------------- » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.57 RAIN INTENSITY(INCH /HOUR) = 3.75 9- _ µ- -FECTIVE AREA(ACRES) = 1.84 _0TAL AREA(ACRES) 1.84 PEAR FLOW RATE(CFS) - 6.06 AVERAGED LOSS RATE, Fm(IN /HR) = .097 FLAW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< :CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) - 12.57 RAINFALL INTENSITY (INCH. /HOUR) - 3.75 EFFECTIVE STREAM AREA(ACRES) = 1.84 TOTAL STREAM AREA(ACRES) = 1.84 PEAR FLOW RATE(CFS) AT CONFLUENCE = 6.06 CONFLUENCE INFORMATION: STREAM PEAR FLOW TI 1J.-RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO :JNFLUENCE FORMULA USED FOR 2 STREAMS. - SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE 'NUMBER Q(CFS) AREA(ACRES) --------------------------------------- - - - - -- 1 31.98 11.29 2 31.61 10.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLAW RATE(CFS) - 31.98 TIME(MINUTES) 13.679 EFFECTIVE AREA(ACRES) = 11.29 TOTAL AREA(ACRES) 11.29 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.29 EFFECTIVE AREA(ACRES) 11.29 PEAK FLAW RATE(CFS) 31.98 END OF RATIONAL METHOD ANALYSIS z ibi ME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------------ 1 26.23 13.68 3.569 .49 9.45 2 6.06 12.57 3.755 .10 ,1.84 1J.-RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO :JNFLUENCE FORMULA USED FOR 2 STREAMS. - SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE 'NUMBER Q(CFS) AREA(ACRES) --------------------------------------- - - - - -- 1 31.98 11.29 2 31.61 10.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLAW RATE(CFS) - 31.98 TIME(MINUTES) 13.679 EFFECTIVE AREA(ACRES) = 11.29 TOTAL AREA(ACRES) 11.29 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.29 EFFECTIVE AREA(ACRES) 11.29 PEAK FLAW RATE(CFS) 31.98 END OF RATIONAL METHOD ANALYSIS z ibi RA7I0NAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes} ~- Ver. 4.1C Re:ease Date: 5/11/87 Serial # 100908 Especially preoared for: HALL & FOREMAN *********************** DESCRIPTION OF STUDY ************************** Q village hydrology, c.b #b302 * !0@ yr * , 12/30/68 * *********************************************************************** "ILE NAME: A:CB#302.DAT i ME/DATE OF STUDYs-14:19 1/30/1988 ER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ========================================================================== --*TIME-OF-CONCENTRATION MODEL*-- 4EER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE o� *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .980 ' 100-YEAR STORM 60-MINUTE lNTENSlTY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: ~^' STORM EVENT = 100.00 1-HOUR 1NTENSlTY(INCH/HOUR) = 1.4700 SLOPE OF INTENSITY DURATION CURVE = .6000 m� FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 7 ____________________________________________________________________________ }}}}}USER SPECIFIED HYDROLOGY INFORMATION AT NODE(<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.37 RAIN INTENSITY(INCH/HOUR) = 3.62 - E�FE'CTIVE AREA(ACRES) = 1.60 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 5.07 AVERAGED LOSS RATE, PmQN/HR} = .097 ***ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .10(INCHES/HOUR) **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ____________________________________________________________________________ }>>}}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(<<< ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.37 r' RAINFALL INTENSITY (INCH./HOUR} = 3.62 U� EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 � PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 �� M� RA7I0NAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes} ~- Ver. 4.1C Re:ease Date: 5/11/87 Serial # 100908 Especially preoared for: HALL & FOREMAN *********************** DESCRIPTION OF STUDY ************************** Q village hydrology, c.b #b302 * !0@ yr * , 12/30/68 * *********************************************************************** "ILE NAME: A:CB#302.DAT i ME/DATE OF STUDYs-14:19 1/30/1988 ER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ========================================================================== --*TIME-OF-CONCENTRATION MODEL*-- 4EER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE o� *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .980 ' 100-YEAR STORM 60-MINUTE lNTENSlTY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: ~^' STORM EVENT = 100.00 1-HOUR 1NTENSlTY(INCH/HOUR) = 1.4700 SLOPE OF INTENSITY DURATION CURVE = .6000 m� FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 7 ____________________________________________________________________________ }}}}}USER SPECIFIED HYDROLOGY INFORMATION AT NODE(<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.37 RAIN INTENSITY(INCH/HOUR) = 3.62 - E�FE'CTIVE AREA(ACRES) = 1.60 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 5.07 AVERAGED LOSS RATE, PmQN/HR} = .097 ***ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .10(INCHES/HOUR) **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ____________________________________________________________________________ }>>}}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(<<< ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.37 r' RAINFALL INTENSITY (INCH./HOUR} = 3.62 U� EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 � PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 �� FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE 7 7:z >>)}}USER SPECIFIED HYDROLOGY INFORMATION AT NODE((((( ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIK) = 15.71 RAIN IN7ENSITY(INCH/HOUR) = 3.26 EFFECTIVE AREA(ACRES) = 8.72 TOTAL AREA(ACRES) = 8.72 PEAK FLOW RATE(CFS) = 21.97 AVERAGED LOSS RATE, Fm(:N/HR) = .485 ***ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .49(INCHES/HOUR) **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ____________________________________________________________________________ }}}}}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(((< }}>>}AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<( ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.71 RAINFALL INTENSITY (INCH./HOUR) = 3.28 EFFECTIVE STREAM AREA(ACRES) = 8.72 TOTAL STREAM AREA(ACRES) = 8.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.97 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 5.07 13.37 3.619 .10 2 21.97 15.71 3.285 .49 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1.60 8.72 1 26.00 9.02 2 26.56 10.32 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: i::'EAK FLOW RATE (CFS> = 26.56 TIME(MINUTES) = 15.710 EFFECTIVE AREA(ACRES) = 10.32 TOTAL AREA (ACRES) = 10.32 ============================================================================ EKAD OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.32 EFFECTIVE AREA(ACRES) = 10.32 PEAK FLOW RATE(CFS) = 26.56 ============================================================================ END OF RATIONAL METHOD ANALYSIS o� pw 69 w� '_. RA7IONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ' (Reference: 1986 SAN BERNARDINO CO HYDROLOGY CRITERION) Cooyright 1983"86,87 Advanced Engineering Software (aes) ~� Ver. 4.1C Release Date: 5/11/87 Serial # 700908 Especially prepared for: HALL & FOREMAN *****+******************** DESCRIPTION OF STUDY ************************** * E.VILLAGE HYDROLOGY, C.B #B302 * * Q 25 YR * * VN, 12/30/88 * ************************************************************************** FILE NAME: A:CB#302.DAT TIME/DATE OF STUDY: 14:22 1/30/1988 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 pm 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* Pm 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .980 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: _ STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.1520 SLOPE OF lN7ENSITY DURATION CURVE = .6000 **************************************************************************** m� P�OW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 7 ____________________________________________________________________________ }>}>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<(<< USER-SPECIFIED VALUES ARE AS FOLLOWS: opt TC(MIN> = 13.44 RAIN INTENSITY(INCH/HOUR> = 2.83 V EFFECTIVE AREA(ACRES) = 1.60 7_07AL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 3.93 AVERAGED LOSS RATE, Fm(IN/HR) = .097 ***ERROR; SPECIFIED LOSS RATE FM IS LESS THAN MINIMUM PO8SI8LE VALUE OF . 169(INCHES/HOUR) ~- FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ____________________________________________________________________________ }}!})DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Im TIME OF CONCENTRATION(MINUTES) = 13.44 RAINFALL INTENSITY (INCH./HOUR) = 2.83 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 �� K FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 7 _ ____________________________________________________________________________ >}}}>USER SPECIFIED HYDROLOGY INFORMATION AT NODE((<(( ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.81 RAIN INTENSITY(INCH/HOUR) = 2.56 ��. EFFECTIVE AREA(ACRES) = 8.72 . ~ �� '' TOTAL AREA(ACRES) = 8 72 PEAK FLOW RATE(CFS) = 16 32 �� ~~ AVERAGED LOSS RATE, Fm(IN/HR) = .485 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 )})}}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((<(< }}}>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES(<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 0� TIME OF CONCENTRATION(MINUTES) = 15.81 RAINFALL INTENSITY (INCH./HOUR) = 2.56 EFFECTIVE STREAM AREA(ACRES) = 8.72 TOTAL STREAM AREA(ACRES) = 8.72 v� PEAK FLOW RATE(CFS> AT CONFLUENCE = 16.32 CONFLUENCE INFORMATION: .� STREAM PEAK FIOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR} AREA(ACRES) ______________________________________________________________ 1 3.93 13.44 2.827 .10 1.60 2 16.32 15.81 2.564 .49 8.72 OR RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE &� NUMBER Q(CFS) AREA(ACRES) _____________________________________________ 1 19.55 9.01 2 19.87 10.32 COMPUTED CONPLUENCE ESTIMATES ARE AS FOLLOWS: �EAK FLOW RATE(CFS> = 19.87 TIME(MINUTES) = 15.810 EFFEC7IVE AREA(ACRES) = 10.32 TOTAL AREA (PORES) = 10.32 ============================================================================ m� END OF STUDY SUMMARY: � TOTAL AREA(ACRES) = 10 . 32 �FFECTIVE AREA(ACRES) = 10.32 PEAK FLOW RATE(CFS) = 19.87 END OF RATIONAL METHOD ANALYSIS � �� 0 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** EAST VILLAGE HYDROLOGY, C.B CONFLUENCE CALCS C.B #D302, Q 100 YR * VN, 11/22/88, ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: EVCBD302.DAT TIME/DATE OF STUDY: 16:12 12/23/1988 -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .980 ' -00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.470 IMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4700 SLOPE OF INTENSITY DURATION CURVE _ .6000 e� ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 408.20 TO NODE 408.20 IS CODE = 7 ---------------------------------------------------------------------------- » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< — �= = - -- = = USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.88 RAIN INTENSITY(INCH /HOUR) = 3.54 EFFECTIVE AREA(ACRES) = 5.80 TOTAL AREA(ACRES) - 5.80 PEAK FLOW RATE(CFS) = 11.94 AVERAGED LOSS RATE, Fm(IN /HR) = .486 op ** *ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF 1.25(INCHES /HOUR) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 408.20 TO NODE 408.20 IS CODE 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< INFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: �.,1ME OF CONCENTRATION(MINUTES) = 13.88 RAINFALL INTENSITY (INCH. /HOUR) = 3.54 EFFECTIVE STREAM AREA(ACRES) = 5.80 TOTAL STREAM AREA(ACRES) = 5.80 777-1 _ PEAR FLAW RATE(CFS) AT CONFLUENCE - 11.94 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ;,OW PROCESS FROM NODE 408.20 TO NODE 408.20 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.93 RAIN INTENSITY(INCH /HOUR) 3.87 EFFECTIVE AREA(ACRES) = 6.48 TOTAL AREA(ACRES) = 6.48 PEAR FLAW RATE(CFS) = 14.88 AVERAGED LASS RATE, Fm(IN /HR) _ .486 ** *ERROR; SPECIFIED LASS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF 1.32(INCHES /HOUR) ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * ** F FLOW PROCESS FROM NODE 408.20 TO NODE 408.20 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< F CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 11.93 RAINFALL INTENSITY (INCH. /HOUR) = 3.87 EFFECTIVE STREAM AREA(ACRES) = 6.48 TOTAL STREAM AREA(ACRES) = 6.48 PEAR FLAW RATE(CFS) AT CONFLUENCE - 14.88 3 INFORMATION: STREAM PEAR FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) s------------------- -------------------------------- 1 11.94 13.88 3.538 .49 5.80 2 14.88 11.93 3.875 .49 6.48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 25.34 12.28 2 26.27 11.47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 26.27 TIME(MINUTES) 11.930 EFFECTIVE AREA(ACRES) = 11.47 TOTAL AREA(ACRES) - 12.28 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.28 EFFECTIVE AREA(ACRES) = 11.47 PEAR FLAW RATE(CFS) = 26.27 lD OF RATIONAL METHOD ANALYSIS A k******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** EAST VILLAGE HYDROLOGY C.B CONFLUENCE CALCS * C.B #D302 * * Q 25 YR, VN, 11/22/88 * k************* ***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: EVCBD302.DAT mIME /DATE OF STUDY: 16: 9 12/23/1988 - - - - - = = = == ==== UJER 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 = .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .980 '00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 )MPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1520 SLOPE Or INTENSITY DURATION CURVE = .6000 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 408.20 TO NODE 408.20 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< - - - ==___ ================= USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.88 RAIN INTENSITY(INCI# /HOUR) = 2.77 EFFECTIVE AREA(ACRES) = 5.80 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 11.94 AVERAGED LOSS RATE, Fm(IN /HR) = .486 x * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 408.20 TO NODE 408.20 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - - --- -- - -- - __=__=====__== = ================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.88 �.' \INFALL INTENSITY (INCH. /HOUR) = 2.77 L:.FFECTIVE STREAM AREA(ACRES) = 5.80 TOTAL STREAM AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.94