Agenda — Stanton City Council, October 14, 2025 (part 4 of 13)

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.84
EFFECTIVE AREA(ACRES) = 5.30 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) = 12.83
**************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 117.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.64 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1010.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 23.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34
Date: 04/17/2025 File name: BSTAN25.RES Page 9
STREET FLOW TRAVEL TIME(MIN.) = 7.07 Tc(MIN.) = 20.84
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.150
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 10.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 20.80 EFFECTIVE AREA(ACRES) = 16.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.2 PEAK FLOW RATE(CFS) = 30.91
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 26.32 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 115.00 TO NODE 117.00 = 1710.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 117.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.84
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.150
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.29
EFFECTIVE AREA(ACRES) = 17.40 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.4 PEAK FLOW RATE(CFS) = 33.20
**************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.91 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 20.00
Date: 04/17/2025 File name: BSTAN25.RES Page 10
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.57
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68
STREET FLOW TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 23.63
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.003
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.80 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.42
EFFECTIVE AREA(ACRES) = 18.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 18.2 PEAK FLOW RATE(CFS) = 33.20
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 1.66 LONGEST FLOWPATH FROM NODE 115.00 TO NODE 105.00 = 2140.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 23.63
RAINFALL INTENSITY(INCH/HR) = 2.00
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 18.20
TOTAL STREAM AREA(ACRES) = 18.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.20
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 38.04 20.91 2.146 0.30( 0.16) 0.54 21.3 104.00
1 46.67 37.87 1.533 0.30( 0.17) 0.56 38.0 102.00
1 46.65 37.96 1.532 0.30( 0.17) 0.56 38.0 100.00
2 52.20 29.78 1.757 0.30( 0.17) 0.56 36.5 112.00
3 33.20 23.63 2.003 0.30( 0.03) 0.10 18.2 115.00

PEAK FLOW RATE(CFS) = 123.82 Tc(MIN.) = 29.78
EFFECTIVE AREA(ACRES) = 84.71 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 92.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 3550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 184.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.05 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 123.82 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.97
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.83
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.66
STREET FLOW TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 30.85
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.722
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 84.71 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 92.7 PEAK FLOW RATE(CFS) = 123.82
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.97 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.83 DEPTH*VELOCITY(FT*FT/SEC.) = 4.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 184.00 = 3860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 30.85
RAINFALL INTENSITY(INCH/HR) = 1.72
Date: 04/17/2025 File name: BSTAN25.RES Page 12
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.46
EFFECTIVE STREAM AREA(ACRES) = 84.71
TOTAL STREAM AREA(ACRES) = 92.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 123.82
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00
ELEVATION DATA: UPSTREAM(FEET) = 2.15 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.355
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.121
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.30 0.30 0.600 56 21.35
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 16.24
TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 16.24
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.71 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.07
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14
STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 22.96
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.035
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN25.RES Page 13
"5-7 DWELLINGS/ACRE" B 2.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.92
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 20.45
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 107.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.55 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 670.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.44 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34
STREET FLOW TRAVEL TIME(MIN.) = 4.95 Tc(MIN.) = 27.91
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.823
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 7.98
EFFECTIVE AREA(ACRES) = 17.50 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 17.5 PEAK FLOW RATE(CFS) = 26.09
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.32 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 108.00 = 1800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 62 Date: 04/17/2025 File name: BSTAN25.RES Page 14
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.40 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 610.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.61 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.53
STREET FLOW TRAVEL TIME(MIN.) = 4.19 Tc(MIN.) = 32.10
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.684
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 7.04
EFFECTIVE AREA(ACRES) = 22.60 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 22.6 PEAK FLOW RATE(CFS) = 30.95
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY(FT*FT/SEC.) = 1.57 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 109.00 = 2410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Date: 04/17/2025 File name: BSTAN25.RES Page 15
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.14 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.50
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 34.43
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.619
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.38
EFFECTIVE AREA(ACRES) = 24.40 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 24.4 PEAK FLOW RATE(CFS) = 32.00
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.61 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 110.00 = 2760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 184.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 34.43
RAINFALL INTENSITY(INCH/HR) = 1.62
AREA-AVERAGED Fm(INCH/HR) = 0.16
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.54
EFFECTIVE STREAM AREA(ACRES) = 24.40
TOTAL STREAM AREA(ACRES) = 24.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.00
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 115.19 22.01 2.085 0.30( 0.13) 0.44 63.0 104.00
1 120.27 24.71 1.953 0.30( 0.13) 0.44 71.1 115.00
1 123.82 30.85 1.722 0.30( 0.14) 0.46 84.7 112.00
1 116.83 38.97 1.509 0.30( 0.14) 0.47 92.7 102.00
1 116.71 39.05 1.507 0.30( 0.14) 0.47 92.7 100.00
2 32.00 34.43 1.619 0.30( 0.16) 0.54 24.4 106.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
Date: 04/17/2025 File name: BSTAN25.RES Page 16
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 142.20 22.01 2.085 0.30( 0.14) 0.46 78.6 104.00
2 148.51 24.71 1.953 0.30( 0.14) 0.46 88.6 115.00
3 154.53 30.85 1.722 0.30( 0.14) 0.47 106.6 112.00
4 152.74 34.43 1.619 0.30( 0.14) 0.48 112.6 106.00
5 146.42 38.97 1.509 0.30( 0.15) 0.48 117.1 102.00
6 146.26 39.05 1.507 0.30( 0.15) 0.48 117.1 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 154.53 Tc(MIN.) = 30.85
EFFECTIVE AREA(ACRES) = 106.58 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 117.1
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 184.00 = 3860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 111.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.03 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 565.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 159.05 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 1.06
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 5.74
STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 32.58
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.670
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 9.03
EFFECTIVE AREA(ACRES) = 113.18 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 123.7 PEAK FLOW RATE(CFS) = 155.55
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: BSTAN25.RES Page 17
DEPTH(FEET) = 1.05 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.38 DEPTH*VELOCITY(FT*FT/SEC.) = 5.64 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 4425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 187.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.29 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 155.55 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 1.04
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.40
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 5.64
STREET FLOW TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 32.83
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.663
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 113.18 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 123.7 PEAK FLOW RATE(CFS) = 155.55
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.04 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.40 DEPTH*VELOCITY(FT*FT/SEC.) = 5.64 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 187.00 = 4505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 32.83
RAINFALL INTENSITY(INCH/HR) = 1.66
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.48
EFFECTIVE STREAM AREA(ACRES) = 113.18
Date: 04/17/2025 File name: BSTAN25.RES Page 18
TOTAL STREAM AREA(ACRES) = 123.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 155.55
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00
ELEVATION DATA: UPSTREAM(FEET) = 2.45 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.468
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.114
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 7.10 0.30 0.600 56 21.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 12.36
TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 12.36
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.25 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 22.21
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.89
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03
STREET FLOW TRAVEL TIME(MIN.) = 4.40 Tc(MIN.) = 25.87
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.903
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 23.62 FLOW VELOCITY(FEET/SEC.) = 1.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 122.00 = 1480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 187.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1050.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 25.96
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30
STREET FLOW TRAVEL TIME(MIN.) = 8.14 Tc(MIN.) = 34.01
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.630
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 11.87
EFFECTIVE AREA(ACRES) = 20.90 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 20.9 PEAK FLOW RATE(CFS) = 28.32
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 27.02 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY(FT*FT/SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 187.00 = 2530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 34.01
Date: 04/17/2025 File name: BSTAN25.RES Page 20
RAINFALL INTENSITY(INCH/HR) = 1.63
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.41
EFFECTIVE STREAM AREA(ACRES) = 20.90
TOTAL STREAM AREA(ACRES) = 20.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.32
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 142.47 24.05 1.983 0.30( 0.14) 0.46 85.2 104.00
1 149.19 26.71 1.868 0.30( 0.14) 0.46 95.2 115.00
1 155.55 32.83 1.663 0.30( 0.14) 0.48 113.2 112.00
1 153.43 36.42 1.568 0.30( 0.14) 0.48 119.2 106.00
1 147.60 40.99 1.466 0.30( 0.15) 0.48 123.7 102.00
1 147.44 41.08 1.465 0.30( 0.15) 0.48 123.7 100.00
2 28.32 34.01 1.630 0.30( 0.12) 0.41 20.9 121.00

PEAK FLOW RATE(CFS) = 183.49 Tc(MIN.) = 32.83
EFFECTIVE AREA(ACRES) = 133.35 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 144.6
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 187.00 = 4505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00
ELEVATION DATA: UPSTREAM(FEET) = 2.55 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.108
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.194
Date: 04/17/2025 File name: BSTAN25.RES Page 21
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.20 0.30 0.500 56 20.11
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 9.57
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 9.57
**************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.34 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96
STREET FLOW TRAVEL TIME(MIN.) = 2.69 Tc(MIN.) = 22.79
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.044
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 9.55
EFFECTIVE AREA(ACRES) = 10.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 18.41
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 124.00 TO NODE 125.00 = 1280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
Date: 04/17/2025 File name: BSTAN25.RES Page 22
============================================================================ UPSTREAM ELEVATION(FEET) = 1.35 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.12 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.13
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22
STREET FLOW TRAVEL TIME(MIN.) = 4.53 Tc(MIN.) = 27.33
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.845
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 3.40 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 5.41
EFFECTIVE AREA(ACRES) = 14.20 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = 21.89
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 124.00 TO NODE 127.00 = 1860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 27.33
RAINFALL INTENSITY(INCH/HR) = 1.84
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 14.20
TOTAL STREAM AREA(ACRES) = 14.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.89
**************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 129.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Date: 04/17/2025 File name: BSTAN25.RES Page 23
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 925.00
ELEVATION DATA: UPSTREAM(FEET) = 2.30 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.828
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.212
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.30 0.30 0.500 56 19.83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 6.12
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 6.12
**************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.45 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 145.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.45
HALFSTREET FLOOD WIDTH(FEET) = 17.01
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82
STREET FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 21.17
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.132
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 6.96
EFFECTIVE AREA(ACRES) = 7.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 12.84
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 19.12 FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 129.00 TO NODE 130.00 = 1070.00 FEET.

Date: 04/17/2025 File name: BSTAN25.RES Page 24
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.90 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.70 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06
STREET FLOW TRAVEL TIME(MIN.) = 3.13 Tc(MIN.) = 24.30
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.971
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.70 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 7.70
EFFECTIVE AREA(ACRES) = 11.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.9 PEAK FLOW RATE(CFS) = 19.51
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 129.00 TO NODE 131.00 = 1440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 127.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.65 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: BSTAN25.RES Page 25
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.36 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20
STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 26.42
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.880
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.71
EFFECTIVE AREA(ACRES) = 13.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.0 PEAK FLOW RATE(CFS) = 20.24
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 129.00 TO NODE 127.00 = 1710.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 26.42
RAINFALL INTENSITY(INCH/HR) = 1.88
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 13.00
TOTAL STREAM AREA(ACRES) = 13.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.24
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.89 27.33 1.845 0.30( 0.13) 0.44 14.2 124.00
2 20.24 26.42 1.880 0.30( 0.15) 0.50 13.0 129.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
Date: 04/17/2025 File name: BSTAN25.RES Page 26
1 41.84 26.42 1.880 0.30( 0.14) 0.47 26.7 129.00
2 41.71 27.33 1.845 0.30( 0.14) 0.47 27.2 124.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 41.84 Tc(MIN.) = 26.42
EFFECTIVE AREA(ACRES) = 26.73 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 27.2
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 127.00 = 1860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 133.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1280.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 44.58 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.71
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.05
STREET FLOW TRAVEL TIME(MIN.) = 7.42 Tc(MIN.) = 33.85
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.634
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.96 LONGEST FLOWPATH FROM NODE 124.00 TO NODE 133.00 = 3140.00 FEET.

Date: 04/17/2025 File name: BSTAN25.RES Page 27
**************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 33.85
RAINFALL INTENSITY(INCH/HR) = 1.63
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.47
EFFECTIVE STREAM AREA(ACRES) = 30.83
TOTAL STREAM AREA(ACRES) = 31.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.84
**************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.698
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.438
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.20 0.30 0.100 56 16.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 9.10
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 9.10
**************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 133.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.95 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1640.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.46 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
Date: 04/17/2025 File name: BSTAN25.RES Page 28
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.80
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92
STREET FLOW TRAVEL TIME(MIN.) = 15.15 Tc(MIN.) = 31.84
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.692
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 6.60 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 8.53
EFFECTIVE AREA(ACRES) = 10.80 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 14.81
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 133.00 = 2640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 31.84
RAINFALL INTENSITY(INCH/HR) = 1.69
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.56
EFFECTIVE STREAM AREA(ACRES) = 10.80
TOTAL STREAM AREA(ACRES) = 10.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.81
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 41.84 33.85 1.634 0.30( 0.14) 0.47 30.8 129.00
1 41.71 34.76 1.610 0.30( 0.14) 0.47 31.3 124.00
2 14.81 31.84 1.692 0.30( 0.17) 0.56 10.8 185.00

PEAK FLOW RATE(CFS) = 56.10 Tc(MIN.) = 33.85
EFFECTIVE AREA(ACRES) = 41.63 AREA-AVERAGED Fm(INCH/HR) = 0.15 Date: 04/17/2025 File name: BSTAN25.RES Page 29
AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 42.1
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 133.00 = 3140.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.70 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 65.18 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.89
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.56
STREET FLOW TRAVEL TIME(MIN.) = 2.91 Tc(MIN.) = 36.75
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.560
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 13.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 13.20 SUBAREA RUNOFF(CFS) = 18.17 EFFECTIVE AREA(ACRES) = 54.83 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 55.3 PEAK FLOW RATE(CFS) = 71.04
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.92 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 2.74 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 500.0 FT WITH ELEVATION-DROP = 0.7 FT, IS 32.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 134.00 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 71.11 34.75 1.610 0.30( 0.12) 0.40 53.0 185.00
2 71.04 36.75 1.560 0.30( 0.12) 0.40 54.8 129.00
3 70.57 37.67 1.538 0.30( 0.12) 0.40 55.3 124.00
Date: 04/17/2025 File name: BSTAN25.RES Page 30
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 71.11 Tc(MIN.) = 34.75
AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 EFFECTIVE AREA(ACRES) = 53.01
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 134.00 = 3640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 136.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 78.85 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.96
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.97
STREET FLOW TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 37.07
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.552
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 11.30 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 11.30 SUBAREA RUNOFF(CFS) = 15.48 EFFECTIVE AREA(ACRES) = 64.31 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 66.6 PEAK FLOW RATE(CFS) = 83.83
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.99 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.17 DEPTH*VELOCITY(FT*FT/SEC.) = 3.12 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 430.0 FT WITH ELEVATION-DROP = 0.6 FT, IS 28.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 136.00 LONGEST FLOWPATH FROM NODE 124.00 TO NODE 136.00 = 4070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 136.00 TO NODE 187.00 IS CODE = 31 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN25.RES Page 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.06 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.50
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.83
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 37.19
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 187.00 = 4110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 83.83 37.19 1.549 0.30( 0.10) 0.35 64.3 185.00
2 83.44 39.20 1.504 0.30( 0.10) 0.35 66.1 129.00
3 82.83 40.13 1.484 0.30( 0.10) 0.35 66.6 124.00
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 187.00 = 4110.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 167.19 24.05 1.983 0.30( 0.14) 0.45 100.0 104.00
2 174.96 26.71 1.868 0.30( 0.14) 0.45 111.7 115.00
3 183.49 32.83 1.663 0.30( 0.14) 0.47 133.3 112.00
4 183.17 34.01 1.630 0.30( 0.14) 0.47 136.1 121.00
5 180.58 36.42 1.568 0.30( 0.14) 0.47 140.1 106.00
6 172.84 40.99 1.466 0.30( 0.14) 0.47 144.6 102.00
7 172.66 41.08 1.465 0.30( 0.14) 0.47 144.6 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 187.00 = 4505.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 237.66 24.05 1.983 0.30( 0.13) 0.42 141.6 104.00
2 248.47 26.71 1.868 0.30( 0.13) 0.42 157.8 115.00
3 263.29 32.83 1.663 0.30( 0.13) 0.43 190.1 112.00
4 264.10 34.01 1.630 0.30( 0.13) 0.43 194.9 121.00
5 263.73 36.42 1.568 0.30( 0.13) 0.43 203.1 106.00
6 263.11 37.19 1.549 0.30( 0.13) 0.43 205.2 185.00
7 259.31 39.20 1.504 0.30( 0.13) 0.43 209.0 129.00
8 257.13 40.13 1.484 0.30( 0.13) 0.43 210.3 124.00
9 254.60 40.99 1.466 0.30( 0.13) 0.43 211.2 102.00
10 254.31 41.08 1.465 0.30( 0.13) 0.43 211.2 100.00
TOTAL AREA(ACRES) = 211.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 264.10 Tc(MIN.) = 34.014
EFFECTIVE AREA(ACRES) = 194.89 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 211.2
Date: 04/17/2025 File name: BSTAN25.RES Page 32
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 187.00 = 4505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 144.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.75 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 670.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 81.0 INCH PIPE IS 62.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.93
ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 264.10
PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 35.26
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 144.00 = 5175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 144.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.26
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.597
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 3.91
EFFECTIVE AREA(ACRES) = 197.89 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 214.2 PEAK FLOW RATE(CFS) = 264.10
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 143.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.05 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 81.0 INCH PIPE IS 63.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.85
ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 264.10
PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 36.04
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 143.00 = 5585.00 FEET.

Date: 04/17/2025 File name: BSTAN25.RES Page 33
**************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.04
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.577
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 7.30 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 9.97
EFFECTIVE AREA(ACRES) = 205.19 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 221.5 PEAK FLOW RATE(CFS) = 267.81
**************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 159.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 78.0 INCH PIPE IS 62.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.47
ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 267.81
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 36.15
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 159.00 = 5650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 159.00 TO NODE 159.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 36.15
RAINFALL INTENSITY(INCH/HR) = 1.57
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
EFFECTIVE STREAM AREA(ACRES) = 205.19
TOTAL STREAM AREA(ACRES) = 221.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 267.81
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 141.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 910.00
ELEVATION DATA: UPSTREAM(FEET) = 2.35 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25.RES Page 34
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.551
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.229
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.20 0.30 0.500 56 19.55
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 11.60
TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 11.60
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 159.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.95 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.23 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 6.44 Tc(MIN.) = 25.99
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.897
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 159.00 = 1660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 159.00 TO NODE 159.00 IS CODE = 1 Date: 04/17/2025 File name: BSTAN25.RES Page 35
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 25.99
RAINFALL INTENSITY(INCH/HR) = 1.90
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 10.80
TOTAL STREAM AREA(ACRES) = 10.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.99
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 241.77 26.24 1.887 0.30( 0.12) 0.41 151.9 104.00
1 252.30 28.90 1.787 0.30( 0.12) 0.41 168.1 115.00
1 267.04 34.96 1.604 0.30( 0.13) 0.42 200.4 112.00
1 267.81 36.15 1.574 0.30( 0.13) 0.42 205.2 121.00
1 267.57 38.55 1.518 0.30( 0.13) 0.42 213.4 106.00
1 266.88 39.33 1.501 0.30( 0.13) 0.42 215.5 185.00
1 263.16 41.34 1.459 0.30( 0.13) 0.43 219.3 129.00
1 261.12 42.27 1.441 0.30( 0.13) 0.43 220.6 124.00
1 258.78 43.13 1.425 0.30( 0.13) 0.43 221.5 102.00
1 258.50 43.22 1.423 0.30( 0.13) 0.43 221.5 100.00
2 16.99 25.99 1.897 0.30( 0.15) 0.50 10.8 141.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 257.86 25.99 1.897 0.30( 0.13) 0.42 161.3 141.00
2 258.66 26.24 1.887 0.30( 0.13) 0.42 162.7 104.00
3 268.21 28.90 1.787 0.30( 0.13) 0.42 178.9 115.00
4 281.18 34.96 1.604 0.30( 0.13) 0.43 211.2 112.00
5 281.65 36.15 1.574 0.30( 0.13) 0.43 216.0 121.00
6 280.87 38.55 1.518 0.30( 0.13) 0.43 224.2 106.00
7 280.01 39.33 1.501 0.30( 0.13) 0.43 226.3 185.00
8 275.88 41.34 1.459 0.30( 0.13) 0.43 230.1 129.00
9 273.67 42.27 1.441 0.30( 0.13) 0.43 231.4 124.00
10 271.17 43.13 1.425 0.30( 0.13) 0.43 232.3 102.00
11 270.88 43.22 1.423 0.30( 0.13) 0.43 232.3 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 281.65 Tc(MIN.) = 36.15
EFFECTIVE AREA(ACRES) = 215.99 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 232.3
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 159.00 = 5650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 159.00 TO NODE 147.00 IS CODE = 31 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN25.RES Page 36
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.60 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 81.0 INCH PIPE IS 65.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.05
ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 281.65
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 36.57
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 147.00 = 5875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 147.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.57
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.564
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.20
EFFECTIVE AREA(ACRES) = 219.29 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 235.6 PEAK FLOW RATE(CFS) = 283.36
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 235.6 TC(MIN.) = 36.57
EFFECTIVE AREA(ACRES) = 219.29 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.428 PEAK FLOW RATE(CFS) = 283.36
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 259.88 26.41 1.880 0.30( 0.13) 0.42 164.6 141.00
2 260.66 26.66 1.871 0.30( 0.13) 0.42 166.0 104.00
3 270.10 29.31 1.773 0.30( 0.13) 0.42 182.2 115.00
4 282.90 35.38 1.594 0.30( 0.13) 0.43 214.5 112.00
5 283.36 36.57 1.564 0.30( 0.13) 0.43 219.3 121.00
6 282.57 38.97 1.509 0.30( 0.13) 0.43 227.5 106.00
7 281.71 39.74 1.492 0.30( 0.13) 0.43 229.6 185.00
8 277.59 41.75 1.451 0.30( 0.13) 0.43 233.4 129.00
9 275.39 42.68 1.433 0.30( 0.13) 0.43 234.7 124.00
10 272.90 43.55 1.417 0.30( 0.13) 0.43 235.6 102.00
11 272.60 43.64 1.415 0.30( 0.13) 0.43 235.6 100.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: BSTAN25.RES Page 37 Date: 04/17/2025 File name: BSTAN25.RES Page 38 ____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1527
Analysis prepared by:

************************** DESCRIPTION OF STUDY ************************** * AREA B (EXISTING CONDITION) *
* 25-YEAR STORM, NODE 145 TO NODE 999 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTAN25A.DAT
TIME/DATE OF STUDY: 21:14 03/11/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 20.0 15.0 0.017/0.017/ --- 0.67 2.00 0.0313 0.167 0.0130 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.60 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25A.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.275
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.184
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.20 0.30 0.500 56 20.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 16.84
TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 16.84
**************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 160.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.77 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19
STREET FLOW TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = 23.52
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.008
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 5.85
EFFECTIVE AREA(ACRES) = 12.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 21.24
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 160.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 160.00 IS CODE = 82 Date: 04/17/2025 File name: BSTAN25A.RES Page 2
---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00
ELEVATION DATA: UPSTREAM(FEET) = 1.95 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.592
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.165
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
PUBLIC PARK B 3.90 0.30 0.850 56 20.59
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 3.90 INITIAL SUBAREA RUNOFF(CFS) = 6.70 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 23.52
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.008
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 6.15
EFFECTIVE AREA(ACRES) = 16.60 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 27.39
**************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 147.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.39 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48
STREET FLOW TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 24.81
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.948
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 16.60 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 27.39
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
Date: 04/17/2025 File name: BSTAN25A.RES Page 3
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 147.00 = 1610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 148.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.97 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.73
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.39
PIPE TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 26.41
LONGEST FLOWPATH FROM NODE 145.00 TO NODE 148.00 = 2160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 148.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 26.41
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.880
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 7.01
EFFECTIVE AREA(ACRES) = 21.10 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 21.1 PEAK FLOW RATE(CFS) = 32.49
**************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 26.41
RAINFALL INTENSITY(INCH/HR) = 1.88
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.56
EFFECTIVE STREAM AREA(ACRES) = 21.10
TOTAL STREAM AREA(ACRES) = 21.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.49
**************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 21 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN25A.RES Page 4
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.632
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.052
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.30 0.30 0.500 56 22.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 9.07
TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 9.07
**************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.08 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 19.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02
STREET FLOW TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 25.02
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.939
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 9.50
EFFECTIVE AREA(ACRES) = 11.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.2 PEAK FLOW RATE(CFS) = 18.03
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 Date: 04/17/2025 File name: BSTAN25A.RES Page 5
FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 152.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.83 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.67 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.53
STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 26.46
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.879
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 17.27 EFFECTIVE AREA(ACRES) = 22.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.3 PEAK FLOW RATE(CFS) = 34.69
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY(FT*FT/SEC.) = 1.83 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 153.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.83 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: BSTAN25A.RES Page 6
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 41.20 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.06
STREET FLOW TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 27.67
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.832
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 13.02
EFFECTIVE AREA(ACRES) = 30.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 30.9 PEAK FLOW RATE(CFS) = 46.77
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH*VELOCITY(FT*FT/SEC.) = 2.25 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 154.00 = 1760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 155.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.69 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 419.00 CHANNEL SLOPE = 0.0016 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 0.170
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 0.83
==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL

CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM
ALLOWABLE DEPTH).

AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM
ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS.

CHANNEL FLOW THRU SUBAREA(CFS) = 46.77
FLOW VELOCITY(FEET/SEC.) = 4.62 FLOW DEPTH(FEET) = 0.83 TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 29.18
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 155.00 = 2179.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN25A.RES Page 7
MAINLINE Tc(MIN.) = 29.18
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.777
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 5.90 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 8.08
EFFECTIVE AREA(ACRES) = 36.80 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 36.8 PEAK FLOW RATE(CFS) = 53.34
**************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.65 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 640.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 56.50 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.76
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.25
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.47
STREET FLOW TRAVEL TIME(MIN.) = 3.28 Tc(MIN.) = 32.46
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.673
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY(FT*FT/SEC.) = 2.46 Date: 04/17/2025 File name: BSTAN25A.RES Page 8
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 156.00 = 2819.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 157.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 59.40 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.81
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.07
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.48
STREET FLOW TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 34.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.628
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 6.38
EFFECTIVE AREA(ACRES) = 46.20 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 46.2 PEAK FLOW RATE(CFS) = 60.89
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.81 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.10 DEPTH*VELOCITY(FT*FT/SEC.) = 2.53 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 157.00 = 3119.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 148.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.66 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
Date: 04/17/2025 File name: BSTAN25A.RES Page 9
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 60.89 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.81
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.10
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.53
STREET FLOW TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 35.86
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.582
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 46.20 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 46.2 PEAK FLOW RATE(CFS) = 60.89
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.81 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.10 DEPTH*VELOCITY(FT*FT/SEC.) = 2.53 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 148.00 = 3449.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 35.86
RAINFALL INTENSITY(INCH/HR) = 1.58
AREA-AVERAGED Fm(INCH/HR) = 0.16
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.54
EFFECTIVE STREAM AREA(ACRES) = 46.20
TOTAL STREAM AREA(ACRES) = 46.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.89
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 32.49 26.41 1.880 0.30( 0.17) 0.56 21.1 145.00
2 60.89 35.86 1.582 0.30( 0.16) 0.54 46.2 151.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

Date: 04/17/2025 File name: BSTAN25A.RES Page 10
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 86.79 26.41 1.880 0.30( 0.17) 0.55 55.1 145.00
2 87.70 35.86 1.582 0.30( 0.17) 0.55 67.3 151.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 87.70 Tc(MIN.) = 35.86
EFFECTIVE AREA(ACRES) = 67.30 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 67.3
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 148.00 = 3449.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 161.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.27 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.78
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 87.70
PIPE TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 37.06
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 161.00 = 3939.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 161.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 37.06
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.552
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 15.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 15.80 SUBAREA RUNOFF(CFS) = 19.94 EFFECTIVE AREA(ACRES) = 83.10 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 83.1 PEAK FLOW RATE(CFS) = 103.96
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 106.69 27.62 1.834 0.30( 0.16) 0.54 70.9 145.00
2 103.96 37.06 1.552 0.30( 0.16) 0.54 83.1 151.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 106.69 Tc(MIN.) = 27.62
AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 EFFECTIVE AREA(ACRES) = 70.93
**************************************************************************** Date: 04/17/2025 File name: BSTAN25A.RES Page 11
FLOW PROCESS FROM NODE 161.00 TO NODE 161.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 162.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.434
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.174
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.30 0.30 0.500 56 20.43
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 18.77
TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 18.77
**************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.44 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.62
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.55
STREET FLOW TRAVEL TIME(MIN.) = 3.84 Tc(MIN.) = 24.28
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.972
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 12.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: BSTAN25A.RES Page 12
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 21.34 EFFECTIVE AREA(ACRES) = 22.70 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 22.7 PEAK FLOW RATE(CFS) = 38.23
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH*VELOCITY(FT*FT/SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 163.00 = 1580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 164.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.25 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.48 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.70
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.90
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.03
STREET FLOW TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = 27.15
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.851
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 7.30 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 10.49
EFFECTIVE AREA(ACRES) = 30.00 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 30.0 PEAK FLOW RATE(CFS) = 46.25
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 2.12 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 164.00 = 2080.00 FEET. **************************************************************************** Date: 04/17/2025 File name: BSTAN25A.RES Page 13
FLOW PROCESS FROM NODE 164.00 TO NODE 165.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.65 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1220.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 54.91 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.73
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.36
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.46
STREET FLOW TRAVEL TIME(MIN.) = 6.05 Tc(MIN.) = 33.20
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.652
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.80 SUBAREA RUNOFF(CFS) = 17.30 EFFECTIVE AREA(ACRES) = 42.80 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 42.8 PEAK FLOW RATE(CFS) = 58.17
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.45 DEPTH*VELOCITY(FT*FT/SEC.) = 2.57 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 165.00 = 3300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.63 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: BSTAN25A.RES Page 14
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 62.79 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.80
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.63
STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 34.60
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.614
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 9.22
EFFECTIVE AREA(ACRES) = 49.80 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 49.8 PEAK FLOW RATE(CFS) = 65.93
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.82 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH*VELOCITY(FT*FT/SEC.) = 2.73 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 166.00 = 3575.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.18 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 50.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 67.70 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

Date: 04/17/2025 File name: BSTAN25A.RES Page 15
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.76
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.95
STREET FLOW TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 34.82
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.608
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.70 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.54
EFFECTIVE AREA(ACRES) = 52.50 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 52.5 PEAK FLOW RATE(CFS) = 69.22
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.90 DEPTH*VELOCITY(FT*FT/SEC.) = 2.99 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 167.00 = 3625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 34.82
RAINFALL INTENSITY(INCH/HR) = 1.61
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.48
EFFECTIVE STREAM AREA(ACRES) = 52.50
TOTAL STREAM AREA(ACRES) = 52.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.22
**************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00
ELEVATION DATA: UPSTREAM(FEET) = 2.30 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.028
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.495
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 2.70 0.30 0.200 56 16.03
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
Date: 04/17/2025 File name: BSTAN25A.RES Page 16
SUBAREA RUNOFF(CFS) = 5.92
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 5.92
**************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 169.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.45 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 940.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.80 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99
STREET FLOW TRAVEL TIME(MIN.) = 8.20 Tc(MIN.) = 24.23
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.974
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.20 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) = 17.57 EFFECTIVE AREA(ACRES) = 12.90 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.9 PEAK FLOW RATE(CFS) = 22.23
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 169.00 = 1820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: BSTAN25A.RES Page 17
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.50 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68
STREET FLOW TRAVEL TIME(MIN.) = 5.92 Tc(MIN.) = 30.15
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.745
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 16.51 EFFECTIVE AREA(ACRES) = 24.40 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 24.4 PEAK FLOW RATE(CFS) = 36.07
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.88 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 169.10 = 2820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.10 TO NODE 173.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.72 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 44.57 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.18
STREET FLOW TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 31.17
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.712
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: BSTAN25A.RES Page 18

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 17.01 EFFECTIVE AREA(ACRES) = 36.50 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 36.5 PEAK FLOW RATE(CFS) = 52.36
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.48 DEPTH*VELOCITY(FT*FT/SEC.) = 2.44 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 173.00 = 3020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 173.00 TO NODE 174.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.41 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 670.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 53.69 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.71
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.49
STREET FLOW TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 34.33
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.621
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.65
EFFECTIVE AREA(ACRES) = 38.50 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 52.36
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
Date: 04/17/2025 File name: BSTAN25A.RES Page 19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.48 DEPTH*VELOCITY(FT*FT/SEC.) = 2.44 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 174.00 = 3690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 174.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 34.33
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.621
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) = 11.65
EFFECTIVE AREA(ACRES) = 47.30 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 47.3 PEAK FLOW RATE(CFS) = 63.67
**************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 167.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 63.67 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.68
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.53
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.06
STREET FLOW TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 34.89
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.606
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 47.30 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 47.3 PEAK FLOW RATE(CFS) = 63.67
Date: 04/17/2025 File name: BSTAN25A.RES Page 20
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.53 DEPTH*VELOCITY(FT*FT/SEC.) = 3.06 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 167.00 = 3840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 34.89
RAINFALL INTENSITY(INCH/HR) = 1.61
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
EFFECTIVE STREAM AREA(ACRES) = 47.30
TOTAL STREAM AREA(ACRES) = 47.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.67
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 69.22 34.82 1.608 0.30( 0.14) 0.48 52.5 162.00
2 63.67 34.89 1.606 0.30( 0.13) 0.42 47.3 168.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 132.83 34.82 1.608 0.30( 0.13) 0.45 99.7 162.00
2 132.80 34.89 1.606 0.30( 0.13) 0.45 99.8 168.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 132.83 Tc(MIN.) = 34.82
EFFECTIVE AREA(ACRES) = 99.71 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 99.8
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 167.00 = 3840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 178.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.06 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 895.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: BSTAN25A.RES Page 21
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 150.89 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 1.04
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.24
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 5.47
STREET FLOW TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 37.66
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.538
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 28.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 28.90 SUBAREA RUNOFF(CFS) = 36.11 EFFECTIVE AREA(ACRES) = 128.61 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 128.7 PEAK FLOW RATE(CFS) = 162.04
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.07 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.40 DEPTH*VELOCITY(FT*FT/SEC.) = 5.80 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 895.0 FT WITH ELEVATION-DROP = 3.1 FT, IS 56.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 178.00 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 178.00 = 4735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 178.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 162.04 37.66 1.538 0.30( 0.14) 0.46 128.6 162.00
2 161.99 37.73 1.537 0.30( 0.14) 0.46 128.7 168.00
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 178.00 = 4735.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 106.69 27.62 1.834 0.30( 0.16) 0.54 70.9 145.00
2 103.96 37.06 1.552 0.30( 0.16) 0.54 83.1 151.00
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 178.00 = 3939.00 FEET.

Date: 04/17/2025 File name: BSTAN25A.RES Page 22
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 250.58 27.62 1.834 0.30( 0.15) 0.50 165.2 145.00
2 265.01 37.06 1.552 0.30( 0.15) 0.49 209.6 151.00
3 264.94 37.66 1.538 0.30( 0.15) 0.49 211.7 162.00
4 264.78 37.73 1.537 0.30( 0.15) 0.49 211.8 168.00
TOTAL AREA(ACRES) = 211.8
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 265.01 Tc(MIN.) = 37.061
EFFECTIVE AREA(ACRES) = 209.65 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 211.8
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 178.00 = 4735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 178.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 179.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.66 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 84.0 INCH PIPE IS 64.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.41
ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 265.01
PIPE TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 38.55
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 179.00 = 5485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 38.55
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.518
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 14.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 19.96 EFFECTIVE AREA(ACRES) = 224.55 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 226.7 PEAK FLOW RATE(CFS) = 278.53
**************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 179.00 IS CODE = 81 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN25A.RES Page 23
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 38.55
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.518
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 20.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 26.79 EFFECTIVE AREA(ACRES) = 244.55 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 246.7 PEAK FLOW RATE(CFS) = 305.31
**************************************************************************** FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 38.55
RAINFALL INTENSITY(INCH/HR) = 1.52
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 244.55
TOTAL STREAM AREA(ACRES) = 246.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 305.31
**************************************************************************** FLOW PROCESS FROM NODE 138.00 TO NODE 138.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.887
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.422
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 3.90 0.30 0.200 56 16.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 8.29
TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 8.29
**************************************************************************** FLOW PROCESS FROM NODE 138.00 TO NODE 139.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN25A.RES Page 24
UPSTREAM ELEVATION(FEET) = 1.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 610.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.33 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14
STREET FLOW TRAVEL TIME(MIN.) = 4.87 Tc(MIN.) = 21.75
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.099
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.90 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 20.00 EFFECTIVE AREA(ACRES) = 14.80 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 14.8 PEAK FLOW RATE(CFS) = 27.15
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.47 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 139.00 = 1610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 139.00 TO NODE 179.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 5.95 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 2300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.10
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.15
PIPE TRAVEL TIME(MIN.) = 7.51 Tc(MIN.) = 29.26
LONGEST FLOWPATH FROM NODE 138.00 TO NODE 179.00 = 3910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 179.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 29.26
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.774
Date: 04/17/2025 File name: BSTAN25A.RES Page 25
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 23.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 23.10 SUBAREA RUNOFF(CFS) = 33.77 EFFECTIVE AREA(ACRES) = 37.90 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 37.9 PEAK FLOW RATE(CFS) = 56.61
**************************************************************************** FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 29.26
RAINFALL INTENSITY(INCH/HR) = 1.77
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.38
EFFECTIVE STREAM AREA(ACRES) = 37.90
TOTAL STREAM AREA(ACRES) = 37.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.61
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 297.38 29.14 1.779 0.30( 0.13) 0.43 200.1 145.00
1 305.31 38.55 1.518 0.30( 0.13) 0.44 244.5 151.00
1 304.92 39.15 1.505 0.30( 0.13) 0.44 246.6 162.00
1 304.73 39.21 1.504 0.30( 0.13) 0.44 246.7 168.00
2 56.61 29.26 1.774 0.30( 0.11) 0.38 37.9 138.00

PEAK FLOW RATE(CFS) = 354.09 Tc(MIN.) = 29.26
EFFECTIVE AREA(ACRES) = 238.65 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 284.6
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 179.00 = 5485.00 FEET. **************************************************************************** Date: 04/17/2025 File name: BSTAN25A.RES Page 26
FLOW PROCESS FROM NODE 179.00 TO NODE 180.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.74 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 817.00 CHANNEL SLOPE = 0.0009 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 7.30
CHANNEL FLOW THRU SUBAREA(CFS) = 354.09
FLOW VELOCITY(FEET/SEC.) = 6.66 FLOW DEPTH(FEET) = 5.21 TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 31.31
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 180.00 = 6302.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 31.31
RAINFALL INTENSITY(INCH/HR) = 1.71
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
EFFECTIVE STREAM AREA(ACRES) = 238.65
TOTAL STREAM AREA(ACRES) = 284.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 354.09
**************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 181.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 990.00
ELEVATION DATA: UPSTREAM(FEET) = 2.65 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.076
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.196
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.20 0.30 0.500 56 20.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 15.10
TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 15.10
**************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN25A.RES Page 27
UPSTREAM ELEVATION(FEET) = 2.05 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.67 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.58
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30
STREET FLOW TRAVEL TIME(MIN.) = 5.91 Tc(MIN.) = 25.98
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.898
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 15.10
EFFECTIVE AREA(ACRES) = 17.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.8 PEAK FLOW RATE(CFS) = 28.00
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH*VELOCITY(FT*FT/SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 182.00 = 1790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 622.10 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.46
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.00
PIPE TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 28.31
LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = 2412.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.31
Date: 04/17/2025 File name: BSTAN25A.RES Page 28
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.808
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.50 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.00
EFFECTIVE AREA(ACRES) = 20.30 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 20.3 PEAK FLOW RATE(CFS) = 30.56
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 28.31
RAINFALL INTENSITY(INCH/HR) = 1.81
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.45
EFFECTIVE STREAM AREA(ACRES) = 20.30
TOTAL STREAM AREA(ACRES) = 20.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.56
**************************************************************************** FLOW PROCESS FROM NODE 996.00 TO NODE 180.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00
ELEVATION DATA: UPSTREAM(FEET) = 1.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.552
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.344
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.60 0.30 0.100 56 9.55
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 19.69
TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 19.69
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 9.55
Date: 04/17/2025 File name: BSTAN25A.RES Page 29
RAINFALL INTENSITY(INCH/HR) = 3.34
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 6.60
TOTAL STREAM AREA(ACRES) = 6.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.69
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 353.88 31.18 1.712 0.30( 0.13) 0.42 237.9 145.00
1 354.09 31.31 1.708 0.30( 0.13) 0.42 238.6 138.00
1 353.18 40.59 1.474 0.30( 0.13) 0.43 282.4 151.00
1 352.34 41.20 1.462 0.30( 0.13) 0.43 284.5 162.00
1 352.09 41.26 1.461 0.30( 0.13) 0.43 284.6 168.00
2 30.56 28.31 1.808 0.30( 0.14) 0.45 20.3 181.00
3 19.69 9.55 3.344 0.30( 0.03) 0.10 6.6 996.00

PEAK FLOW RATE(CFS) = 392.79 Tc(MIN.) = 31.31
EFFECTIVE AREA(ACRES) = 265.55 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 311.5
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 180.00 = 6302.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 176.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.07 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 420.00 CHANNEL SLOPE = 0.0002 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 392.79
FLOW VELOCITY(FEET/SEC.) = 3.49 FLOW DEPTH(FEET) = 6.88 TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 33.31
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN25A.RES Page 30
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 33.31
RAINFALL INTENSITY(INCH/HR) = 1.65
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.41
EFFECTIVE STREAM AREA(ACRES) = 265.55
TOTAL STREAM AREA(ACRES) = 311.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 392.79
**************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 810.00
ELEVATION DATA: UPSTREAM(FEET) = 1.95 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.790
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.611
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.00 0.30 0.100 56 14.79
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 13.94
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 13.94
**************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 325.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.77 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43
Date: 04/17/2025 File name: BSTAN25A.RES Page 31
STREET FLOW TRAVEL TIME(MIN.) = 4.04 Tc(MIN.) = 18.83
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.277
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 13.90 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 27.55 EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 39.69
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 324.00 TO NODE 325.00 = 1360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 329.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.68 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.04
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.69
PIPE TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 21.61
LONGEST FLOWPATH FROM NODE 324.00 TO NODE 329.00 = 2200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.61
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.107
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 8.80 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) = 16.45
EFFECTIVE AREA(ACRES) = 28.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 28.7 PEAK FLOW RATE(CFS) = 53.08
**************************************************************************** FLOW PROCESS FROM NODE 329.00 TO NODE 176.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.27 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25A.RES Page 32
FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.60
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.08
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 21.73
LONGEST FLOWPATH FROM NODE 324.00 TO NODE 176.00 = 2254.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 21.73
RAINFALL INTENSITY(INCH/HR) = 2.10
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 28.70
TOTAL STREAM AREA(ACRES) = 28.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.08
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 259.44 11.78 2.970 0.30( 0.12) 0.40 86.3 996.00
1 381.92 30.33 1.739 0.30( 0.12) 0.41 242.9 181.00
1 392.68 33.18 1.653 0.30( 0.12) 0.41 264.8 145.00
1 392.79 33.31 1.649 0.30( 0.12) 0.41 265.5 138.00
1 386.23 42.60 1.435 0.30( 0.13) 0.42 309.3 151.00
1 385.09 43.21 1.423 0.30( 0.13) 0.42 311.4 162.00
1 384.81 43.27 1.422 0.30( 0.13) 0.42 311.5 168.00
2 53.08 21.73 2.100 0.30( 0.05) 0.17 28.7 324.00

PEAK FLOW RATE(CFS) = 434.18 Tc(MIN.) = 33.31
EFFECTIVE AREA(ACRES) = 294.25 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 340.2
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET.

Date: 04/17/2025 File name: BSTAN25A.RES Page 33
**************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 990.89
ELEVATION DATA: UPSTREAM(FEET) = 2.85 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.471
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.545
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.00 0.30 0.100 56 15.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 9.05
TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 9.05
**************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 331.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.16 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 159.52 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.67
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.05
PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 16.47
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.00 = 1150.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 967.89
ELEVATION DATA: UPSTREAM(FEET) = 2.04 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.310
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.470
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
Date: 04/17/2025 File name: BSTAN25A.RES Page 34
COMMERCIAL B 4.70 0.30 0.100 56 16.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.70 INITIAL SUBAREA RUNOFF(CFS) = 10.32 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 16.47
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.457
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 10.27
EFFECTIVE AREA(ACRES) = 8.70 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 19.00
**************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 204.65 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.19
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.00
PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 17.54
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.10 = 1355.06 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 17.54
RAINFALL INTENSITY(INCH/HR) = 2.37
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 8.70
TOTAL STREAM AREA(ACRES) = 8.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.00
**************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 441.44
ELEVATION DATA: UPSTREAM(FEET) = 2.98 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.440
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.366
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Date: 04/17/2025 File name: BSTAN25A.RES Page 35
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.80 0.30 0.100 56 9.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 5.41
TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 5.41
**************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.41 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 335.09 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.60
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.41
PIPE TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 11.59
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 332.10 = 776.53 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.10 TO NODE 332.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 551.75
ELEVATION DATA: UPSTREAM(FEET) = 3.46 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.474
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.174
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.40 0.30 0.100 56 10.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.40 INITIAL SUBAREA RUNOFF(CFS) = 6.79 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 11.59
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.998
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 6.41
EFFECTIVE AREA(ACRES) = 4.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 11.22
**************************************************************************** FLOW PROCESS FROM NODE 332.20 TO NODE 332.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.02
ELEVATION DATA: UPSTREAM(FEET) = 3.44 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25A.RES Page 36
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.409
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.185
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.40 0.30 0.100 56 10.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.40 INITIAL SUBAREA RUNOFF(CFS) = 3.98 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 11.59
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.998
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.74
EFFECTIVE AREA(ACRES) = 5.60 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 14.96
**************************************************************************** FLOW PROCESS FROM NODE 332.10 TO NODE 331.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.13 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 49.21 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.33
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.96
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 11.78
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 331.10 = 825.74 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 11.78
RAINFALL INTENSITY(INCH/HR) = 2.97
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 5.60
TOTAL STREAM AREA(ACRES) = 5.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.96
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.00 17.54 2.371 0.30( 0.03) 0.10 8.7 333.00
2 14.96 11.78 2.970 0.30( 0.03) 0.10 5.6 332.00
Date: 04/17/2025 File name: BSTAN25A.RES Page 37

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.98 11.78 2.970 0.30( 0.03) 0.10 11.4 332.00
2 30.91 17.54 2.371 0.30( 0.03) 0.10 14.3 333.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 30.98 Tc(MIN.) = 11.78
EFFECTIVE AREA(ACRES) = 11.44 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 14.3
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.10 = 1355.06 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.23 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 73.78 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.64
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.98
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 12.00
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.20 = 1428.84 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.20 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1434.07
ELEVATION DATA: UPSTREAM(FEET) = 6.66 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.297
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.471
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.50 0.30 0.100 56 16.30
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.50 INITIAL SUBAREA RUNOFF(CFS) = 12.08 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 12.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.939
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 14.40
EFFECTIVE AREA(ACRES) = 16.94 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.8 PEAK FLOW RATE(CFS) = 44.36
Date: 04/17/2025 File name: BSTAN25A.RES Page 38
**************************************************************************** FLOW PROCESS FROM NODE 331.20 TO NODE 331.20 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 139.89
ELEVATION DATA: UPSTREAM(FEET) = 0.49 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.797
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.054
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.10 0.30 0.100 56 6.80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.10 INITIAL SUBAREA RUNOFF(CFS) = 0.36 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 12.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.939
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.26
EFFECTIVE AREA(ACRES) = 17.04 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 44.63
**************************************************************************** FLOW PROCESS FROM NODE 331.20 TO NODE 331.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.74 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 462.64 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.73
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.63
PIPE TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 13.62
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.30 = 1891.49 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.30 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 599.88
ELEVATION DATA: UPSTREAM(FEET) = 1.24 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.522
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.747
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Date: 04/17/2025 File name: BSTAN25A.RES Page 39
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.00 0.30 0.100 56 13.52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 INITIAL SUBAREA RUNOFF(CFS) = 4.89 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.62
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.87
EFFECTIVE AREA(ACRES) = 19.04 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 21.9 PEAK FLOW RATE(CFS) = 46.36
**************************************************************************** FLOW PROCESS FROM NODE 331.50 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 501.29
ELEVATION DATA: UPSTREAM(FEET) = 0.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.944
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.816
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.60 0.30 0.100 56 12.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.60 INITIAL SUBAREA RUNOFF(CFS) = 4.01 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.62
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.90
EFFECTIVE AREA(ACRES) = 20.64 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 23.5 PEAK FLOW RATE(CFS) = 50.26
**************************************************************************** FLOW PROCESS FROM NODE 331.40 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 789.66
ELEVATION DATA: UPSTREAM(FEET) = 2.95 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.408
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.760
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.20 0.30 0.100 56 13.41
Date: 04/17/2025 File name: BSTAN25A.RES Page 40
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.20 INITIAL SUBAREA RUNOFF(CFS) = 7.86 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.62
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 7.79
EFFECTIVE AREA(ACRES) = 23.84 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 26.7 PEAK FLOW RATE(CFS) = 58.05
**************************************************************************** FLOW PROCESS FROM NODE 331.60 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 583.88
ELEVATION DATA: UPSTREAM(FEET) = 0.79 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.559
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.634
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.10 0.30 0.100 56 14.56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.10 INITIAL SUBAREA RUNOFF(CFS) = 4.92 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.62
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.11
EFFECTIVE AREA(ACRES) = 25.94 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 28.8 PEAK FLOW RATE(CFS) = 63.16
**************************************************************************** FLOW PROCESS FROM NODE 331.30 TO NODE 176.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.62 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 559.94 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.57
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.16
PIPE TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 15.67
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 176.00 = 2451.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 11 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN25A.RES Page 41
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 63.16 15.67 2.527 0.30( 0.03) 0.10 25.9 332.00
2 57.27 21.50 2.113 0.30( 0.03) 0.10 28.8 333.00
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 176.00 = 2451.43 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 300.43 11.78 2.970 0.30( 0.11) 0.36 101.9 996.00
2 378.22 21.73 2.100 0.30( 0.11) 0.37 199.0 324.00
3 425.64 30.33 1.739 0.30( 0.12) 0.39 271.6 181.00
4 434.16 33.18 1.653 0.30( 0.12) 0.39 293.5 145.00
5 434.18 33.31 1.649 0.30( 0.12) 0.39 294.2 138.00
6 422.06 42.60 1.435 0.30( 0.12) 0.40 338.0 151.00
7 420.63 43.21 1.423 0.30( 0.12) 0.40 340.1 162.00
8 420.32 43.27 1.422 0.30( 0.12) 0.40 340.2 168.00
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 356.33 11.78 2.970 0.30( 0.10) 0.32 121.4 996.00
2 394.01 15.67 2.527 0.30( 0.10) 0.32 165.8 332.00
3 433.72 21.50 2.113 0.30( 0.10) 0.34 225.6 333.00
4 435.15 21.73 2.100 0.30( 0.10) 0.34 227.8 324.00
5 472.63 30.33 1.739 0.30( 0.11) 0.36 300.4 181.00
6 478.78 33.18 1.653 0.30( 0.11) 0.36 322.3 145.00
7 478.70 33.31 1.649 0.30( 0.11) 0.36 323.0 138.00
8 460.69 42.60 1.435 0.30( 0.11) 0.38 366.8 151.00
9 458.94 43.21 1.423 0.30( 0.11) 0.38 368.9 162.00
10 458.60 43.27 1.422 0.30( 0.11) 0.38 369.0 168.00
TOTAL AREA(ACRES) = 369.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 478.78 Tc(MIN.) = 33.184
EFFECTIVE AREA(ACRES) = 322.27 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 369.0
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.10 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.43 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25A.RES Page 42
CHANNEL LENGTH THRU SUBAREA(FEET) = 469.00 CHANNEL SLOPE = 0.0009 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 478.78
FLOW VELOCITY(FEET/SEC.) = 6.91 FLOW DEPTH(FEET) = 5.08 TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 34.31
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.10 = 7191.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.20 TO NODE 176.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 505.00
ELEVATION DATA: UPSTREAM(FEET) = 3.09 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.159
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.229
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.00 0.30 0.100 56 10.16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.00 INITIAL SUBAREA RUNOFF(CFS) = 14.40 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 34.31
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.622
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.16
EFFECTIVE AREA(ACRES) = 327.27 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 374.0 PEAK FLOW RATE(CFS) = 478.78
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 176.10 TO NODE 323.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.43 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 469.00 CHANNEL SLOPE = 0.0009 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 478.78
FLOW VELOCITY(FEET/SEC.) = 6.91 FLOW DEPTH(FEET) = 5.08 TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 35.45
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 323.00 = 7660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.50 TO NODE 323.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN25A.RES Page 43
INITIAL SUBAREA FLOW-LENGTH(FEET) = 934.79
ELEVATION DATA: UPSTREAM(FEET) = 0.75 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.511
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.232
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.80 0.30 0.100 56 19.51
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.80 INITIAL SUBAREA RUNOFF(CFS) = 5.55 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 35.45
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.592
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 3.94
EFFECTIVE AREA(ACRES) = 330.07 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 376.8 PEAK FLOW RATE(CFS) = 478.78
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 35.45
RAINFALL INTENSITY(INCH/HR) = 1.59
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.36
EFFECTIVE STREAM AREA(ACRES) = 330.07
TOTAL STREAM AREA(ACRES) = 376.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 478.78
**************************************************************************** FLOW PROCESS FROM NODE 333.30 TO NODE 333.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 393.86
ELEVATION DATA: UPSTREAM(FEET) = 1.28 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.438
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.180
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.60 0.30 0.100 56 10.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.54
Date: 04/17/2025 File name: BSTAN25A.RES Page 44
TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.54
**************************************************************************** FLOW PROCESS FROM NODE 333.30 TO NODE 323.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.25 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.47
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.54
PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 11.43
LONGEST FLOWPATH FROM NODE 333.30 TO NODE 323.00 = 718.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 11.43
RAINFALL INTENSITY(INCH/HR) = 3.02
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.60
TOTAL STREAM AREA(ACRES) = 1.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 356.33 14.21 2.670 0.30( 0.09) 0.31 129.2 996.00
1 394.01 18.05 2.333 0.30( 0.09) 0.31 173.6 332.00
1 433.72 23.82 1.994 0.30( 0.10) 0.33 233.4 333.00
1 435.15 24.05 1.983 0.30( 0.10) 0.33 235.6 324.00
1 472.63 32.60 1.669 0.30( 0.11) 0.35 308.2 181.00
1 478.78 35.45 1.592 0.30( 0.11) 0.36 330.1 145.00
1 478.70 35.57 1.589 0.30( 0.11) 0.36 330.8 138.00
1 460.69 44.89 1.393 0.30( 0.11) 0.37 374.6 151.00
1 458.94 45.49 1.382 0.30( 0.11) 0.37 376.7 162.00
1 458.60 45.56 1.381 0.30( 0.11) 0.37 376.8 168.00
2 4.54 11.43 3.021 0.30( 0.03) 0.10 1.6 333.30

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 330.03 11.43 3.021 0.30( 0.09) 0.30 105.5 333.30
2 360.33 14.21 2.670 0.30( 0.09) 0.30 130.8 996.00
3 397.50 18.05 2.333 0.30( 0.09) 0.31 175.2 332.00
Date: 04/17/2025 File name: BSTAN25A.RES Page 45
4 436.70 23.82 1.994 0.30( 0.10) 0.33 235.0 333.00
5 438.11 24.05 1.983 0.30( 0.10) 0.33 237.2 324.00
6 475.12 32.60 1.669 0.30( 0.11) 0.35 309.8 181.00
7 481.15 35.45 1.592 0.30( 0.11) 0.36 331.7 145.00
8 481.06 35.57 1.589 0.30( 0.11) 0.36 332.4 138.00
9 462.76 44.89 1.393 0.30( 0.11) 0.37 376.2 151.00
10 460.99 45.49 1.382 0.30( 0.11) 0.37 378.3 162.00
11 460.65 45.56 1.381 0.30( 0.11) 0.37 378.4 168.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 481.15 Tc(MIN.) = 35.45
EFFECTIVE AREA(ACRES) = 331.67 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 378.4
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 323.00 = 7660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1.15 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 23.868
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.991
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 6.90 0.25 0.500 69 23.87
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 11.59
TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 11.59
**************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.08 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: BSTAN25A.RES Page 46
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.51 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18
STREET FLOW TRAVEL TIME(MIN.) = 8.25 Tc(MIN.) = 32.12
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.683
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 16.90 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 16.90 SUBAREA RUNOFF(CFS) = 23.70 EFFECTIVE AREA(ACRES) = 23.80 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 23.8 PEAK FLOW RATE(CFS) = 33.38
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.51 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 900.0 FT WITH ELEVATION-DROP = 1.1 FT, IS 29.3 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 301.00 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 301.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.80 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.30
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.38
PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 33.12
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 2220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.12
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.654
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN25A.RES Page 47
"5-7 DWELLINGS/ACRE" B 16.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 16.00 SUBAREA RUNOFF(CFS) = 21.66 EFFECTIVE AREA(ACRES) = 39.80 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 39.8 PEAK FLOW RATE(CFS) = 54.42
**************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.78 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.92
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.42
PIPE TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 35.12
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 2930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.12
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.600
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 19.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 19.40 SUBAREA RUNOFF(CFS) = 25.32 EFFECTIVE AREA(ACRES) = 59.20 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 59.2 PEAK FLOW RATE(CFS) = 77.81
**************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.78 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.04
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.81
PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 35.97
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 3340.00 FEET. **************************************************************************** Date: 04/17/2025 File name: BSTAN25A.RES Page 48
FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.97
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.579
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 25.50 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 25.50 SUBAREA RUNOFF(CFS) = 35.55 EFFECTIVE AREA(ACRES) = 84.70 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 84.7 PEAK FLOW RATE(CFS) = 112.21
**************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.88 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.14
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 112.21
PIPE TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 37.72
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 4090.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 37.72
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.537
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.50 SUBAREA RUNOFF(CFS) = 15.60 EFFECTIVE AREA(ACRES) = 97.20 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 97.2 PEAK FLOW RATE(CFS) = 124.61
**************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25A.RES Page 49
FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.34
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 124.61
PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 38.63
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 306.00 = 4490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 38.63
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.516
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 40.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 49.19 EFFECTIVE AREA(ACRES) = 137.20 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 137.2 PEAK FLOW RATE(CFS) = 172.00
**************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 54.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.86
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 172.00
PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 40.41
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 307.00 = 5330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 40.41
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.478
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 20.50 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 25.89 EFFECTIVE AREA(ACRES) = 157.70 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 Date: 04/17/2025 File name: BSTAN25A.RES Page 50
TOTAL AREA(ACRES) = 157.7 PEAK FLOW RATE(CFS) = 193.18
**************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.45 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 72.0 INCH PIPE IS 56.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.09
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 193.18
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 40.78
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00 = 5510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 40.78
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.471
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 7.61
EFFECTIVE AREA(ACRES) = 164.10 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 164.1 PEAK FLOW RATE(CFS) = 199.70
**************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
ELEVATION DATA: UPSTREAM(FEET) = 2.25 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.749
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.156
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.30 0.30 0.600 56 20.75
Date: 04/17/2025 File name: BSTAN25A.RES Page 51
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 16.54
TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 16.54
**************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 309.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.56 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.84 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.83
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19
STREET FLOW TRAVEL TIME(MIN.) = 11.84 Tc(MIN.) = 32.59
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.670
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 10.60 SUBAREA RUNOFF(CFS) = 14.50 EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 26.96
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 309.00 = 2200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
Date: 04/17/2025 File name: BSTAN25A.RES Page 52
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.33 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.70
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41
STREET FLOW TRAVEL TIME(MIN.) = 4.13 Tc(MIN.) = 36.72
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.561
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 6.73
EFFECTIVE AREA(ACRES) = 25.20 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 25.2 PEAK FLOW RATE(CFS) = 31.74
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 310.00 = 2700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.70 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.40 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

Date: 04/17/2025 File name: BSTAN25A.RES Page 53

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.73
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.55
STREET FLOW TRAVEL TIME(MIN.) = 4.55 Tc(MIN.) = 41.27
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.461
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 311.00 = 3280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 41.27
RAINFALL INTENSITY(INCH/HR) = 1.46
AREA-AVERAGED Fm(INCH/HR) = 0.16
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.53
EFFECTIVE STREAM AREA(ACRES) = 29.70
TOTAL STREAM AREA(ACRES) = 29.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.78
**************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.434
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.174
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN25A.RES Page 54
"5-7 DWELLINGS/ACRE" B 6.60 0.30 0.500 56 20.43
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 12.02
TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 12.02
**************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.08 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.71 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.58
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.56
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90
STREET FLOW TRAVEL TIME(MIN.) = 9.64 Tc(MIN.) = 30.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.747
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 7.33
EFFECTIVE AREA(ACRES) = 11.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 16.82
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.60 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 313.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.47 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
Date: 04/17/2025 File name: BSTAN25A.RES Page 55
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.05 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20
STREET FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 32.23
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.680
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 10.46
EFFECTIVE AREA(ACRES) = 19.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 19.3 PEAK FLOW RATE(CFS) = 26.58
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 314.00 = 2160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 311.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.94 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.50 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

Date: 04/17/2025 File name: BSTAN25A.RES Page 56
STREET FLOW DEPTH(FEET) = 0.67
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.35
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.57
STREET FLOW TRAVEL TIME(MIN.) = 3.70 Tc(MIN.) = 35.93
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.580
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.20 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 11.84
EFFECTIVE AREA(ACRES) = 28.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 28.5 PEAK FLOW RATE(CFS) = 36.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 311.00 = 2680.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 35.93
RAINFALL INTENSITY(INCH/HR) = 1.58
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 28.50
TOTAL STREAM AREA(ACRES) = 28.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.68
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 34.78 41.27 1.461 0.30( 0.16) 0.53 29.7 330.00
2 36.68 35.93 1.580 0.30( 0.15) 0.50 28.5 312.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 69.73 35.93 1.580 0.30( 0.15) 0.51 54.4 312.00
2 68.40 41.27 1.461 0.30( 0.15) 0.52 58.2 330.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 69.73 Tc(MIN.) = 35.93
EFFECTIVE AREA(ACRES) = 54.36 AREA-AVERAGED Fm(INCH/HR) = 0.15 Date: 04/17/2025 File name: BSTAN25A.RES Page 57
AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 58.2
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 311.00 = 3280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 308.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.63 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 69.73 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.87
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.77
STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 37.77
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.536
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 54.36 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 58.2 PEAK FLOW RATE(CFS) = 69.73
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.87 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) = 2.77 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 308.00 = 3630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 69.73 37.77 1.536 0.30( 0.15) 0.51 54.4 312.00
2 68.40 43.12 1.425 0.30( 0.15) 0.52 58.2 330.00
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 308.00 = 3630.00 FEET.

Date: 04/17/2025 File name: BSTAN25A.RES Page 58
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 199.70 40.78 1.471 0.29( 0.12) 0.41 164.1 300.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00 = 5510.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 263.60 37.77 1.536 0.29( 0.13) 0.44 206.3 312.00
2 268.68 40.78 1.471 0.29( 0.13) 0.43 220.6 300.00
3 261.35 43.12 1.425 0.29( 0.13) 0.44 222.3 330.00
TOTAL AREA(ACRES) = 222.3
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 268.68 Tc(MIN.) = 40.782
EFFECTIVE AREA(ACRES) = 220.62 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 222.3
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00 = 5510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 317.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.06 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 81.0 INCH PIPE IS 66.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.60
ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 268.68
PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 41.63
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 317.00 = 5950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 317.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 41.63
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.453
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 6.10 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 7.81
EFFECTIVE AREA(ACRES) = 226.72 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.43 Date: 04/17/2025 File name: BSTAN25A.RES Page 59
TOTAL AREA(ACRES) = 228.4 PEAK FLOW RATE(CFS) = 271.05
**************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 317.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 41.63
RAINFALL INTENSITY(INCH/HR) = 1.45
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.43
EFFECTIVE STREAM AREA(ACRES) = 226.72
TOTAL STREAM AREA(ACRES) = 228.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 271.05
**************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00
ELEVATION DATA: UPSTREAM(FEET) = 1.10 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.822
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.427
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.70 0.30 0.500 56 16.82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 5.53
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 5.53
**************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 317.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.70 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.53 Date: 04/17/2025 File name: BSTAN25A.RES Page 60
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(FEET) = 14.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.34
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56
STREET FLOW TRAVEL TIME(MIN.) = 4.34 Tc(MIN.) = 21.16
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.132
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 2.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 5.53
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.80 FLOW VELOCITY(FEET/SEC.) = 1.34 DEPTH*VELOCITY(FT*FT/SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 318.00 TO NODE 317.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 317.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 21.16
RAINFALL INTENSITY(INCH/HR) = 2.13
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 2.70
TOTAL STREAM AREA(ACRES) = 2.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.53
**************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
ELEVATION DATA: UPSTREAM(FEET) = 1.44 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.125
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.794
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.40 0.30 0.100 56 13.12
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 10.94
TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 10.94
**************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 317.00 IS CODE = 61 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN25A.RES Page 61
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.70 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 19.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.58
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79
STREET FLOW TRAVEL TIME(MIN.) = 3.70 Tc(MIN.) = 16.82
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.427
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 4.40 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 10.94
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.63 FLOW VELOCITY(FEET/SEC.) = 1.58 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 317.00 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 317.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 16.82
RAINFALL INTENSITY(INCH/HR) = 2.43
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 4.40
TOTAL STREAM AREA(ACRES) = 4.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.94
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 266.03 38.62 1.517 0.29( 0.13) 0.43 212.4 312.00
1 271.05 41.63 1.453 0.29( 0.13) 0.43 226.7 300.00
1 263.90 43.98 1.409 0.29( 0.13) 0.43 228.4 330.00
2 5.53 21.16 2.132 0.30( 0.15) 0.50 2.7 318.00
3 10.94 16.82 2.427 0.30( 0.03) 0.10 4.4 320.00
Date: 04/17/2025 File name: BSTAN25A.RES Page 62

PEAK FLOW RATE(CFS) = 281.19 Tc(MIN.) = 41.63
EFFECTIVE AREA(ACRES) = 233.82 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 235.5
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 317.00 = 5950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 322.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.16 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 84.0 INCH PIPE IS 65.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.78
ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 281.19
PIPE TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 43.34
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 322.00 = 6850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 322.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 43.34
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.421
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 14.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 14.20 SUBAREA RUNOFF(CFS) = 17.77 EFFECTIVE AREA(ACRES) = 248.02 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 249.7 PEAK FLOW RATE(CFS) = 290.75
**************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 323.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Date: 04/17/2025 File name: BSTAN25A.RES Page 63
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.31 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 84.0 INCH PIPE IS 67.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.77
ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 290.75
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 43.59
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 323.00 = 6980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 43.59
RAINFALL INTENSITY(INCH/HR) = 1.42
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.40
EFFECTIVE STREAM AREA(ACRES) = 248.02
TOTAL STREAM AREA(ACRES) = 249.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 290.75
**************************************************************************** FLOW PROCESS FROM NODE 998.00 TO NODE 323.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 5.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.902
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.704
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 8.10 0.30 0.100 56 13.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 19.49
TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 19.49
**************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 13.90
RAINFALL INTENSITY(INCH/HR) = 2.70
AREA-AVERAGED Fm(INCH/HR) = 0.03
Date: 04/17/2025 File name: BSTAN25A.RES Page 64
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 8.10
TOTAL STREAM AREA(ACRES) = 8.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.49
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 222.13 18.93 2.271 0.29( 0.11) 0.37 113.3 320.00
1 238.29 23.22 2.023 0.29( 0.11) 0.38 137.7 318.00
1 286.50 40.58 1.475 0.29( 0.12) 0.40 233.7 312.00
1 290.75 43.59 1.416 0.29( 0.12) 0.40 248.0 300.00
1 283.27 45.94 1.375 0.29( 0.12) 0.40 249.7 330.00
2 19.49 13.90 2.704 0.30( 0.03) 0.10 8.1 998.00

PEAK FLOW RATE(CFS) = 300.85 Tc(MIN.) = 43.59
EFFECTIVE AREA(ACRES) = 256.12 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 257.8
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 323.00 = 6980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 215.36 13.90 2.704 0.29( 0.10) 0.35 91.3 998.00
2 238.46 18.93 2.271 0.29( 0.10) 0.36 121.4 320.00
3 252.81 23.22 2.023 0.29( 0.11) 0.37 145.8 318.00
4 297.04 40.58 1.475 0.29( 0.11) 0.39 241.8 312.00
5 300.85 43.59 1.416 0.29( 0.12) 0.39 256.1 300.00
6 293.08 45.94 1.375 0.29( 0.12) 0.39 257.8 330.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 323.00 = 6980.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 330.03 11.43 3.021 0.30( 0.09) 0.30 105.5 333.30
2 360.33 14.21 2.670 0.30( 0.09) 0.30 130.8 996.00
Date: 04/17/2025 File name: BSTAN25A.RES Page 65
3 397.50 18.05 2.333 0.30( 0.09) 0.31 175.2 332.00
4 436.70 23.82 1.994 0.30( 0.10) 0.33 235.0 333.00
5 438.11 24.05 1.983 0.30( 0.10) 0.33 237.2 324.00
6 475.12 32.60 1.669 0.30( 0.11) 0.35 309.8 181.00
7 481.15 35.45 1.592 0.30( 0.11) 0.36 331.7 145.00
8 481.06 35.57 1.589 0.30( 0.11) 0.36 332.4 138.00
9 462.76 44.89 1.393 0.30( 0.11) 0.37 376.2 151.00
10 460.99 45.49 1.382 0.30( 0.11) 0.37 378.3 162.00
11 460.65 45.56 1.381 0.30( 0.11) 0.37 378.4 168.00
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 323.00 = 7660.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 528.67 11.43 3.021 0.30( 0.10) 0.32 180.5 333.30
2 572.29 13.90 2.704 0.30( 0.10) 0.32 219.2 998.00
3 577.13 14.21 2.670 0.30( 0.10) 0.32 223.9 996.00
4 631.91 18.05 2.333 0.30( 0.10) 0.33 291.3 332.00
5 641.96 18.93 2.271 0.30( 0.10) 0.33 305.7 320.00
6 685.43 23.22 2.023 0.30( 0.10) 0.34 374.6 318.00
7 691.04 23.82 1.994 0.30( 0.10) 0.34 384.1 333.00
8 693.03 24.05 1.983 0.30( 0.10) 0.34 387.6 324.00
9 751.82 32.60 1.669 0.30( 0.11) 0.36 507.5 181.00
10 765.11 35.45 1.592 0.30( 0.11) 0.37 545.1 145.00
11 765.35 35.57 1.589 0.30( 0.11) 0.37 546.6 138.00
12 768.26 40.58 1.475 0.30( 0.11) 0.38 597.8 312.00
13 766.16 43.59 1.416 0.30( 0.11) 0.38 626.3 300.00
14 759.30 44.89 1.393 0.30( 0.11) 0.38 633.3 151.00
15 755.55 45.49 1.382 0.30( 0.11) 0.38 635.8 162.00
16 754.97 45.56 1.381 0.30( 0.11) 0.38 635.9 168.00
17 751.39 45.94 1.375 0.30( 0.11) 0.38 636.2 330.00
TOTAL AREA(ACRES) = 636.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 768.26 Tc(MIN.) = 40.578
EFFECTIVE AREA(ACRES) = 597.80 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 636.2
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 323.00 = 7660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 999.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.64 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2190.00 CHANNEL SLOPE = 0.0007 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 12.00
CHANNEL FLOW THRU SUBAREA(CFS) = 768.26
FLOW VELOCITY(FEET/SEC.) = 7.12 FLOW DEPTH(FEET) = 5.38 Date: 04/17/2025 File name: BSTAN25A.RES Page 66
TRAVEL TIME(MIN.) = 5.12 Tc(MIN.) = 45.70
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 999.00 = 9850.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 636.2 TC(MIN.) = 45.70
EFFECTIVE AREA(ACRES) = 597.80 AREA-AVERAGED Fm(INCH/HR)= 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.375 PEAK FLOW RATE(CFS) = 768.26
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 528.67 17.11 2.405 0.30( 0.10) 0.32 180.5 333.30
2 572.29 19.46 2.236 0.30( 0.10) 0.32 219.2 998.00
3 577.13 19.76 2.216 0.30( 0.10) 0.32 223.9 996.00
4 631.91 23.45 2.011 0.30( 0.10) 0.33 291.3 332.00
5 641.96 24.31 1.971 0.30( 0.10) 0.33 305.7 320.00
6 685.43 28.50 1.801 0.30( 0.10) 0.34 374.6 318.00
7 691.04 29.09 1.780 0.30( 0.10) 0.34 384.1 333.00
8 693.03 29.32 1.773 0.30( 0.10) 0.34 387.6 324.00
9 751.82 37.75 1.536 0.30( 0.11) 0.36 507.5 181.00
10 765.11 40.58 1.475 0.30( 0.11) 0.37 545.1 145.00
11 765.35 40.71 1.472 0.30( 0.11) 0.37 546.6 138.00
12 768.26 45.70 1.379 0.30( 0.11) 0.38 597.8 312.00
13 766.16 48.72 1.330 0.30( 0.11) 0.38 626.3 300.00
14 759.30 50.03 1.310 0.30( 0.11) 0.38 633.3 151.00
15 755.55 50.64 1.301 0.30( 0.11) 0.38 635.8 162.00
16 754.97 50.71 1.300 0.30( 0.11) 0.38 635.9 168.00
17 751.39 51.09 1.294 0.30( 0.11) 0.38 636.2 330.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: BSTAN25A.RES Page 67 Date: 04/17/2025 File name: BSTAN25A.RES Page 68 ____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA B (EXISTING CONDITION) *
* 25-YEAR STORM, NODE 333.4 TO NODE 1003 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTAN25B.DAT
TIME/DATE OF STUDY: 19:38 02/05/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 333.40 TO NODE 333.40 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.29
ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25B.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.568
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.158
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.80 0.30 0.100 56 10.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.25
TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.25
**************************************************************************** FLOW PROCESS FROM NODE 333.40 TO NODE 333.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 8.42 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 837.64 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.48
HALFSTREET FLOOD WIDTH(FEET) = 18.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.66
STREET FLOW TRAVEL TIME(MIN.) = 4.05 Tc(MIN.) = 14.62
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.628
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 7.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 17.30
EFFECTIVE AREA(ACRES) = 8.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = 19.17
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 23.41 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY(FT*FT/SEC.) = 2.22 LONGEST FLOWPATH FROM NODE 333.40 TO NODE 333.10 = 1207.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.10 TO NODE 335.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Date: 04/17/2025 File name: BSTAN25B.RES Page 2
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 772.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.60
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.17
PIPE TRAVEL TIME(MIN.) = 2.80 Tc(MIN.) = 17.42
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 335.00 = 1979.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.20 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.42
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.380
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 4.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 9.31
EFFECTIVE AREA(ACRES) = 12.60 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.6 PEAK FLOW RATE(CFS) = 26.65
**************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 17.42
RAINFALL INTENSITY(INCH/HR) = 2.38
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.60
TOTAL STREAM AREA(ACRES) = 12.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.65
**************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
ELEVATION DATA: UPSTREAM(FEET) = 0.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.636
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.530
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Date: 04/17/2025 File name: BSTAN25B.RES Page 3
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.80 0.30 0.100 56 15.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 13.05
TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 13.05
**************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 335.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.48 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.05 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 18.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.50
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82
STREET FLOW TRAVEL TIME(MIN.) = 4.44 Tc(MIN.) = 20.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.196
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 13.05
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.50 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 334.00 TO NODE 335.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 20.08
RAINFALL INTENSITY(INCH/HR) = 2.20
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 5.80
Date: 04/17/2025 File name: BSTAN25B.RES Page 4
TOTAL STREAM AREA(ACRES) = 5.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.05
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.65 17.42 2.380 0.30( 0.03) 0.10 12.6 333.40
2 13.05 20.08 2.196 0.30( 0.03) 0.10 5.8 334.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 38.93 17.42 2.380 0.30( 0.03) 0.10 17.6 333.40
2 37.62 20.08 2.196 0.30( 0.03) 0.10 18.4 334.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 38.93 Tc(MIN.) = 17.42
EFFECTIVE AREA(ACRES) = 17.63 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 18.4
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 335.00 = 1979.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.40 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.42
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.380
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 7.80 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 7.80 SUBAREA RUNOFF(CFS) = 16.50
EFFECTIVE AREA(ACRES) = 25.43 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 26.2 PEAK FLOW RATE(CFS) = 53.79
**************************************************************************** FLOW PROCESS FROM NODE 336.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.42
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.380
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.21
Date: 04/17/2025 File name: BSTAN25B.RES Page 5
EFFECTIVE AREA(ACRES) = 26.53 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 27.3 PEAK FLOW RATE(CFS) = 56.00
**************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 387.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.18 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 38.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.57
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.00
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 17.97
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 387.00 = 2129.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 387.00 TO NODE 387.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 17.97
RAINFALL INTENSITY(INCH/HR) = 2.34
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.12
EFFECTIVE STREAM AREA(ACRES) = 26.53
TOTAL STREAM AREA(ACRES) = 27.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.00
**************************************************************************** FLOW PROCESS FROM NODE 335.10 TO NODE 335.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 909.42
ELEVATION DATA: UPSTREAM(FEET) = 2.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.085
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.582
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 7.50 0.30 0.100 56 15.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 17.23
TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 17.23
**************************************************************************** FLOW PROCESS FROM NODE 335.10 TO NODE 387.00 IS CODE = 31 Date: 04/17/2025 File name: BSTAN25B.RES Page 6
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.50 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.21
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.23
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 15.48
LONGEST FLOWPATH FROM NODE 335.10 TO NODE 387.00 = 1079.42 FEET. **************************************************************************** FLOW PROCESS FROM NODE 387.00 TO NODE 387.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 15.48
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.545
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.30 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 7.47
EFFECTIVE AREA(ACRES) = 10.80 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 24.44
**************************************************************************** FLOW PROCESS FROM NODE 387.00 TO NODE 387.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 15.48
RAINFALL INTENSITY(INCH/HR) = 2.54
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 10.80
TOTAL STREAM AREA(ACRES) = 10.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.44
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 56.00 17.97 2.339 0.30( 0.03) 0.12 26.5 333.40
1 53.11 20.64 2.162 0.30( 0.03) 0.12 27.3 334.00
2 24.44 15.48 2.545 0.30( 0.03) 0.10 10.8 335.10

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

Date: 04/17/2025 File name: BSTAN25B.RES Page 7
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 77.00 15.48 2.545 0.30( 0.03) 0.11 33.7 335.10
2 78.44 17.97 2.339 0.30( 0.03) 0.11 37.3 333.40
3 73.83 20.64 2.162 0.30( 0.03) 0.11 38.1 334.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 78.44 Tc(MIN.) = 17.97
EFFECTIVE AREA(ACRES) = 37.33 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 38.1
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 387.00 = 2129.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 387.00 TO NODE 999.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.78 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.94
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.44
PIPE TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 20.16
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 999.00 = 2779.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 337.00 TO NODE 999.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.16
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.191
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 5.64
EFFECTIVE AREA(ACRES) = 40.23 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 41.0 PEAK FLOW RATE(CFS) = 78.44
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 335.30 TO NODE 999.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.16
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.191
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
Date: 04/17/2025 File name: BSTAN25B.RES Page 8
COMMERCIAL B 4.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 8.56
EFFECTIVE AREA(ACRES) = 44.63 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 45.4 PEAK FLOW RATE(CFS) = 86.70
**************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 338.00 TO NODE 338.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 790.00
ELEVATION DATA: UPSTREAM(FEET) = 1.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.848
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.210
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 4.80 0.30 0.600 56 19.85
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 8.77
TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 8.77
**************************************************************************** FLOW PROCESS FROM NODE 338.00 TO NODE 339.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.56 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 22.22
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
Date: 04/17/2025 File name: BSTAN25B.RES Page 9
STREET FLOW TRAVEL TIME(MIN.) = 5.79 Tc(MIN.) = 25.64
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.912
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 9.80 0.30 0.600 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 9.80 SUBAREA RUNOFF(CFS) = 15.28
EFFECTIVE AREA(ACRES) = 14.60 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 14.6 PEAK FLOW RATE(CFS) = 22.76
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 25.27 FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 338.00 TO NODE 339.00 = 1440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 339.00 TO NODE 340.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.35 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 145.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 26.01
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25
STREET FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 26.81
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.864
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 3.55
EFFECTIVE AREA(ACRES) = 16.90 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 16.9 PEAK FLOW RATE(CFS) = 25.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 26.46 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 Date: 04/17/2025 File name: BSTAN25B.RES Page 10
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 340.00 = 1585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.30 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.67
HALFSTREET FLOOD WIDTH(FEET) = 29.87
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16
STREET FLOW TRAVEL TIME(MIN.) = 8.89 Tc(MIN.) = 35.70
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.586
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.33
EFFECTIVE AREA(ACRES) = 18.70 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 18.7 PEAK FLOW RATE(CFS) = 25.68
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 29.35 FLOW VELOCITY(FEET/SEC.) = 1.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 338.00 TO NODE 341.00 = 2505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.28 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.5 INCHES
Date: 04/17/2025 File name: BSTAN25B.RES Page 11
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.11
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.68
PIPE TRAVEL TIME(MIN.) = 3.45 Tc(MIN.) = 39.15
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 342.00 = 3355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 342.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 39.15
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.505
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.30 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.38
EFFECTIVE AREA(ACRES) = 22.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 22.0 PEAK FLOW RATE(CFS) = 26.79
**************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 342.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 39.15
RAINFALL INTENSITY(INCH/HR) = 1.50
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.51
EFFECTIVE STREAM AREA(ACRES) = 22.00
TOTAL STREAM AREA(ACRES) = 22.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.79
**************************************************************************** FLOW PROCESS FROM NODE 343.00 TO NODE 343.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00
ELEVATION DATA: UPSTREAM(FEET) = 1.38 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.022
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.140
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.80 0.30 0.500 56 21.02
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: BSTAN25B.RES Page 12
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 17.55
TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 17.55
**************************************************************************** FLOW PROCESS FROM NODE 343.00 TO NODE 344.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.88 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.10 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19
STREET FLOW TRAVEL TIME(MIN.) = 4.40 Tc(MIN.) = 25.42
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.922
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.70 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 9.09
EFFECTIVE AREA(ACRES) = 15.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.5 PEAK FLOW RATE(CFS) = 24.71
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 343.00 TO NODE 344.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 344.00 TO NODE 345.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.25 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.87
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 Date: 04/17/2025 File name: BSTAN25B.RES Page 13
PIPE-FLOW(CFS) = 24.71
PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 27.20
LONGEST FLOWPATH FROM NODE 343.00 TO NODE 345.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 27.20
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.849
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 16.80 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 27.06 EFFECTIVE AREA(ACRES) = 32.30 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 32.3 PEAK FLOW RATE(CFS) = 50.76
**************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 342.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.93
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.76
PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 28.18
LONGEST FLOWPATH FROM NODE 343.00 TO NODE 342.00 = 2130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 342.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 28.18
RAINFALL INTENSITY(INCH/HR) = 1.81
AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.34
EFFECTIVE STREAM AREA(ACRES) = 32.30
TOTAL STREAM AREA(ACRES) = 32.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.76
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.79 39.15 1.505 0.30( 0.15) 0.51 22.0 338.00
Date: 04/17/2025 File name: BSTAN25B.RES Page 14
2 50.76 28.18 1.813 0.30( 0.10) 0.34 32.3 343.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 74.43 28.18 1.813 0.30( 0.12) 0.40 48.1 343.00
2 68.41 39.15 1.505 0.30( 0.12) 0.41 54.3 338.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 74.43 Tc(MIN.) = 28.18
EFFECTIVE AREA(ACRES) = 48.14 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 54.3
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 342.00 = 3355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 346.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.08 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.80
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.43
PIPE TRAVEL TIME(MIN.) = 3.12 Tc(MIN.) = 31.30
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 346.00 = 4255.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 346.00 TO NODE 346.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.30
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.708
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 4.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 6.04
EFFECTIVE AREA(ACRES) = 52.14 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 58.3 PEAK FLOW RATE(CFS) = 74.87
**************************************************************************** FLOW PROCESS FROM NODE 346.00 TO NODE 999.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.28 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25B.RES Page 15
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.84
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.87
PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 32.09
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 999.00 = 4485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.09
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.684
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 8.80 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) = 12.74
EFFECTIVE AREA(ACRES) = 60.94 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 67.1 PEAK FLOW RATE(CFS) = 86.49
**************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 86.49 32.09 1.684 0.30( 0.11) 0.36 60.9 343.00
2 79.38 43.08 1.426 0.30( 0.11) 0.37 67.1 338.00
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 999.00 = 4485.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 85.81 17.67 2.361 0.30( 0.03) 0.11 41.0 335.10
2 86.70 20.16 2.191 0.30( 0.03) 0.11 44.6 333.40
3 81.97 22.89 2.039 0.30( 0.03) 0.11 45.4 334.00
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 999.00 = 2779.93 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 153.87 17.67 2.361 0.30( 0.07) 0.22 74.5 335.10
2 158.49 20.16 2.191 0.30( 0.07) 0.22 82.9 333.40
3 157.55 22.89 2.039 0.30( 0.07) 0.23 88.9 334.00
4 153.96 32.09 1.684 0.30( 0.08) 0.25 106.3 343.00
5 136.28 43.08 1.426 0.30( 0.08) 0.27 112.5 338.00
TOTAL AREA(ACRES) = 112.5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

Date: 04/17/2025 File name: BSTAN25B.RES Page 16
PEAK FLOW RATE(CFS) = 158.49 Tc(MIN.) = 20.157
EFFECTIVE AREA(ACRES) = 82.90 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 112.5
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 999.00 = 4485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 20.16
RAINFALL INTENSITY(INCH/HR) = 2.19
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.22
EFFECTIVE STREAM AREA(ACRES) = 82.90
TOTAL STREAM AREA(ACRES) = 112.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 158.49
**************************************************************************** FLOW PROCESS FROM NODE 1006.00 TO NODE 999.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.655
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.852
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.80 0.30 0.100 56 12.65
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 9.65
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 9.65
**************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 12.65
Date: 04/17/2025 File name: BSTAN25B.RES Page 17
RAINFALL INTENSITY(INCH/HR) = 2.85
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 3.80
TOTAL STREAM AREA(ACRES) = 3.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.65
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 153.87 17.67 2.361 0.30( 0.07) 0.22 74.5 335.10
1 158.49 20.16 2.191 0.30( 0.07) 0.22 82.9 333.40
1 157.55 22.89 2.039 0.30( 0.07) 0.23 88.9 334.00
1 153.96 32.09 1.684 0.30( 0.08) 0.25 106.3 343.00
1 136.28 43.08 1.426 0.30( 0.08) 0.27 112.5 338.00
2 9.65 12.65 2.852 0.30( 0.03) 0.10 3.8 1006.00

PEAK FLOW RATE(CFS) = 165.88 Tc(MIN.) = 20.16
EFFECTIVE AREA(ACRES) = 86.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 116.3
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 999.00 = 4485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 1000.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.20 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 850.00 CHANNEL SLOPE = 0.0026 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 7.00
CHANNEL FLOW THRU SUBAREA(CFS) = 165.88
FLOW VELOCITY(FEET/SEC.) = 7.76 FLOW DEPTH(FEET) = 2.46 TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) = 21.98
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1000.00 = 5335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN25B.RES Page 18
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 21.98
RAINFALL INTENSITY(INCH/HR) = 2.09
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.22
EFFECTIVE STREAM AREA(ACRES) = 86.70
TOTAL STREAM AREA(ACRES) = 116.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 165.88
**************************************************************************** FLOW PROCESS FROM NODE 354.00 TO NODE 354.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 840.00
ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.276
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.391
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 3.00 0.25 0.100 69 17.28
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.39
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 6.39
**************************************************************************** FLOW PROCESS FROM NODE 354.00 TO NODE 355.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.55 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 460.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.66
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.39
PIPE TRAVEL TIME(MIN.) = 2.89 Tc(MIN.) = 20.16
LONGEST FLOWPATH FROM NODE 354.00 TO NODE 355.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 355.00 TO NODE 355.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.16
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.191
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 6.60 0.25 0.100 69
Date: 04/17/2025 File name: BSTAN25B.RES Page 19
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 12.87
EFFECTIVE AREA(ACRES) = 9.60 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.6 PEAK FLOW RATE(CFS) = 18.71
**************************************************************************** FLOW PROCESS FROM NODE 355.00 TO NODE 1000.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.31 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.47
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.71
PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 21.41
LONGEST FLOWPATH FROM NODE 354.00 TO NODE 1000.00 = 1560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 356.00 TO NODE 1000.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.41
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.118
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 5.70 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 10.71
EFFECTIVE AREA(ACRES) = 15.30 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 15.3 PEAK FLOW RATE(CFS) = 28.79
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 21.41
RAINFALL INTENSITY(INCH/HR) = 2.12
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 15.30
TOTAL STREAM AREA(ACRES) = 15.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.79
** CONFLUENCE DATA **
Date: 04/17/2025 File name: BSTAN25B.RES Page 20
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 143.41 14.56 2.635 0.30( 0.06) 0.21 57.2 1006.00
1 161.84 19.51 2.232 0.30( 0.06) 0.21 78.3 335.10
1 165.88 21.98 2.086 0.30( 0.07) 0.22 86.7 333.40
1 164.42 24.72 1.952 0.30( 0.07) 0.23 92.7 334.00
1 159.62 33.94 1.632 0.30( 0.07) 0.25 110.1 343.00
1 141.06 44.99 1.391 0.30( 0.08) 0.26 116.3 338.00
2 28.79 21.41 2.118 0.27( 0.03) 0.10 15.3 354.00

PEAK FLOW RATE(CFS) = 194.24 Tc(MIN.) = 21.98
EFFECTIVE AREA(ACRES) = 102.00 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 131.6
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1000.00 = 5335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.94 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 CHANNEL SLOPE = 0.0026 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 7.00
CHANNEL FLOW THRU SUBAREA(CFS) = 194.24
FLOW VELOCITY(FEET/SEC.) = 8.09 FLOW DEPTH(FEET) = 2.67 TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 23.53
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1001.00 = 6085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 23.53
RAINFALL INTENSITY(INCH/HR) = 2.01
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.20
Date: 04/17/2025 File name: BSTAN25B.RES Page 21
EFFECTIVE STREAM AREA(ACRES) = 102.00
TOTAL STREAM AREA(ACRES) = 131.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 194.24
**************************************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1001.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1100.00
ELEVATION DATA: UPSTREAM(FEET) = 2.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 23.104
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.028
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 7.60 0.30 0.600 56 23.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 12.64
TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 12.64
**************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 23.10
RAINFALL INTENSITY(INCH/HR) = 2.03
AREA-AVERAGED Fm(INCH/HR) = 0.18
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.60
EFFECTIVE STREAM AREA(ACRES) = 7.60
TOTAL STREAM AREA(ACRES) = 7.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.64
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 167.83 16.16 2.483 0.30( 0.06) 0.20 67.6 1006.00
1 189.51 21.07 2.137 0.30( 0.06) 0.20 92.3 335.10
1 193.74 22.96 2.036 0.30( 0.06) 0.20 100.1 354.00
1 194.24 23.53 2.008 0.30( 0.06) 0.20 102.0 333.40
1 190.93 26.27 1.886 0.30( 0.06) 0.21 108.0 334.00
1 181.72 35.51 1.590 0.30( 0.07) 0.23 125.4 343.00
1 159.84 46.62 1.363 0.30( 0.07) 0.24 131.6 338.00
2 12.64 23.10 2.028 0.30( 0.18) 0.60 7.6 1002.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Date: 04/17/2025 File name: BSTAN25B.RES Page 22
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 178.85 16.16 2.483 0.30( 0.07) 0.22 72.9 1006.00
2 201.72 21.07 2.137 0.30( 0.07) 0.23 99.2 335.10
3 206.35 22.96 2.036 0.30( 0.07) 0.23 107.6 354.00
4 206.51 23.10 2.028 0.30( 0.07) 0.23 108.2 1002.00
5 206.74 23.53 2.008 0.30( 0.07) 0.23 109.6 333.40
6 202.60 26.27 1.886 0.30( 0.07) 0.23 115.6 334.00
7 191.36 35.51 1.590 0.30( 0.07) 0.25 133.0 343.00
8 167.94 46.62 1.363 0.30( 0.08) 0.26 139.2 338.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 206.74 Tc(MIN.) = 23.53
EFFECTIVE AREA(ACRES) = 109.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 139.2
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1001.00 = 6085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 365.00 TO NODE 1001.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 23.53
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.008
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS C 11.10 0.25 0.200 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 19.56 EFFECTIVE AREA(ACRES) = 120.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 150.3 PEAK FLOW RATE(CFS) = 210.89
**************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 1003.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.41 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0015 CHANNEL BASE(FEET) = 3.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 5.00
CHANNEL FLOW THRU SUBAREA(CFS) = 210.89
FLOW VELOCITY(FEET/SEC.) = 6.80 FLOW DEPTH(FEET) = 3.53 TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 24.20
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1003.00 = 6360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

Date: 04/17/2025 File name: BSTAN25B.RES Page 23
TIME OF CONCENTRATION(MIN.) = 24.20
RAINFALL INTENSITY(INCH/HR) = 1.98
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.23
EFFECTIVE STREAM AREA(ACRES) = 120.70
TOTAL STREAM AREA(ACRES) = 150.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 210.89
**************************************************************************** FLOW PROCESS FROM NODE 348.00 TO NODE 348.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.602
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.164
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.70 0.30 0.500 56 20.60
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.33
TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 10.33
**************************************************************************** FLOW PROCESS FROM NODE 348.00 TO NODE 349.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.20 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.27
STREET FLOW TRAVEL TIME(MIN.) = 7.78 Tc(MIN.) = 28.38
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.805
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: BSTAN25B.RES Page 24
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 16.90 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 16.90 SUBAREA RUNOFF(CFS) = 25.56 EFFECTIVE AREA(ACRES) = 22.60 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.6 PEAK FLOW RATE(CFS) = 34.05
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.66 LONGEST FLOWPATH FROM NODE 348.00 TO NODE 349.00 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 349.00 TO NODE 350.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.58 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.23 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.72
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.71
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.96
STREET FLOW TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 30.17
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.744
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 12.60 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 18.36 EFFECTIVE AREA(ACRES) = 35.20 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 35.2 PEAK FLOW RATE(CFS) = 51.17
Date: 04/17/2025 File name: BSTAN25B.RES Page 25
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.90 DEPTH*VELOCITY(FT*FT/SEC.) = 2.22 LONGEST FLOWPATH FROM NODE 348.00 TO NODE 350.00 = 2290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 351.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 60.68 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.81
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.10
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.52
STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 31.78
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.694
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 13.70 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 19.03 EFFECTIVE AREA(ACRES) = 48.90 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 48.9 PEAK FLOW RATE(CFS) = 68.59
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.85 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.25 DEPTH*VELOCITY(FT*FT/SEC.) = 2.77 LONGEST FLOWPATH FROM NODE 348.00 TO NODE 351.00 = 2590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 351.00 TO NODE 352.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN25B.RES Page 26
UPSTREAM ELEVATION(FEET) = 1.20 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 71.09 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.86
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.30
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.85
STREET FLOW TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 34.81
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.609
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 4.99
EFFECTIVE AREA(ACRES) = 52.70 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 52.7 PEAK FLOW RATE(CFS) = 69.84
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.28 DEPTH*VELOCITY(FT*FT/SEC.) = 2.81 LONGEST FLOWPATH FROM NODE 348.00 TO NODE 352.00 = 3190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 352.00 TO NODE 353.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.22 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Date: 04/17/2025 File name: BSTAN25B.RES Page 27
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 69.84 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.86
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.81
STREET FLOW TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 35.36
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.594
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 52.70 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 52.7 PEAK FLOW RATE(CFS) = 69.84
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.28 DEPTH*VELOCITY(FT*FT/SEC.) = 2.81 LONGEST FLOWPATH FROM NODE 348.00 TO NODE 353.00 = 3300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 353.00 TO NODE 1003.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.80 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 225.00 CHANNEL SLOPE = 0.0036 CHANNEL BASE(FEET) = 3.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 5.00
CHANNEL FLOW THRU SUBAREA(CFS) = 69.84
FLOW VELOCITY(FEET/SEC.) = 7.03 FLOW DEPTH(FEET) = 1.66 TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 35.90
LONGEST FLOWPATH FROM NODE 348.00 TO NODE 1003.00 = 3525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 35.90
RAINFALL INTENSITY(INCH/HR) = 1.58
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.27
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 52.70
TOTAL STREAM AREA(ACRES) = 52.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.84
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
Date: 04/17/2025 File name: BSTAN25B.RES Page 28
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 182.77 16.86 2.424 0.29( 0.06) 0.22 84.0 1006.00
1 205.63 21.75 2.099 0.29( 0.07) 0.22 110.3 335.10
1 210.43 23.63 2.003 0.29( 0.07) 0.23 118.7 354.00
1 210.61 23.78 1.996 0.29( 0.07) 0.23 119.3 1002.00
1 210.89 24.20 1.976 0.29( 0.07) 0.23 120.7 333.40
1 207.28 26.95 1.859 0.29( 0.07) 0.23 126.7 334.00
1 196.89 36.20 1.573 0.30( 0.07) 0.25 144.1 343.00
1 174.16 47.33 1.352 0.30( 0.08) 0.26 150.3 338.00
2 69.84 35.90 1.581 0.27( 0.14) 0.50 52.7 348.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 234.73 16.86 2.424 0.28( 0.08) 0.28 108.7 1006.00
2 263.13 21.75 2.099 0.29( 0.08) 0.29 142.2 335.10
3 269.84 23.63 2.003 0.29( 0.08) 0.29 153.4 354.00
4 270.16 23.78 1.996 0.29( 0.08) 0.29 154.2 1002.00
5 270.85 24.20 1.976 0.29( 0.08) 0.29 156.2 333.40
6 269.82 26.95 1.859 0.29( 0.08) 0.29 166.2 334.00
7 267.07 35.90 1.581 0.29( 0.09) 0.31 196.3 348.00
8 266.37 36.20 1.573 0.29( 0.09) 0.31 196.8 343.00
9 232.94 47.33 1.352 0.29( 0.09) 0.32 203.0 338.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 270.85 Tc(MIN.) = 24.20
EFFECTIVE AREA(ACRES) = 156.23 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 203.0
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1003.00 = 6360.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 203.0 TC(MIN.) = 24.20
EFFECTIVE AREA(ACRES) = 156.23 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.288 PEAK FLOW RATE(CFS) = 270.85
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 234.73 16.86 2.424 0.28( 0.08) 0.28 108.7 1006.00
2 263.13 21.75 2.099 0.29( 0.08) 0.29 142.2 335.10
3 269.84 23.63 2.003 0.29( 0.08) 0.29 153.4 354.00
4 270.16 23.78 1.996 0.29( 0.08) 0.29 154.2 1002.00
5 270.85 24.20 1.976 0.29( 0.08) 0.29 156.2 333.40
6 269.82 26.95 1.859 0.29( 0.08) 0.29 166.2 334.00
7 267.07 35.90 1.581 0.29( 0.09) 0.31 196.3 348.00
8 266.37 36.20 1.573 0.29( 0.09) 0.31 196.8 343.00
9 232.94 47.33 1.352 0.29( 0.09) 0.32 203.0 338.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: BSTAN25B.RES Page 29 Date: 04/17/2025 File name: BSTAN25B.RES Page 30 ____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA B (EXISTING CONDITION) *
* 25-YEAR STORM, NODE 200 TO NODE 1014 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTAN25C.DAT
TIME/DATE OF STUDY: 15:29 02/07/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
ELEVATION DATA: UPSTREAM(FEET) = 2.75 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25C.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.676
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.526
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 6.60 0.30 0.200 56 15.68
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 14.65
TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 14.65
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.97 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.36 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33
STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 17.51
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.373
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.70 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 13.40
EFFECTIVE AREA(ACRES) = 13.30 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 13.3 PEAK FLOW RATE(CFS) = 27.14
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 201.00 = 1170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN25C.RES Page 2
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.73 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.39 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.62
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.82
STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 20.23
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.187
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 14.48
EFFECTIVE AREA(ACRES) = 21.20 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 21.2 PEAK FLOW RATE(CFS) = 39.40
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY(FT*FT/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.62 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 44.81 Date: 04/17/2025 File name: BSTAN25C.RES Page 3
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.67
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.18
STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 22.51
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.058
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 10.82
EFFECTIVE AREA(ACRES) = 27.50 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 27.5 PEAK FLOW RATE(CFS) = 47.77
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) = 2.29 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 2100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.14 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1150.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 58.51 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.73
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.65
STREET FLOW TRAVEL TIME(MIN.) = 5.26 Tc(MIN.) = 27.77
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.828
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
Date: 04/17/2025 File name: BSTAN25C.RES Page 4
APARTMENTS B 13.50 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 21.48 EFFECTIVE AREA(ACRES) = 41.00 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 41.0 PEAK FLOW RATE(CFS) = 63.54
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.76 DEPTH*VELOCITY(FT*FT/SEC.) = 2.81 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 3250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 78.67 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.79
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.23
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.34
STREET FLOW TRAVEL TIME(MIN.) = 3.55 Tc(MIN.) = 31.32
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.708
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 20.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 20.40 SUBAREA RUNOFF(CFS) = 30.25 EFFECTIVE AREA(ACRES) = 61.40 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 61.4 PEAK FLOW RATE(CFS) = 89.35
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.83 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.45 DEPTH*VELOCITY(FT*FT/SEC.) = 3.68 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 4150.00 FEET.

Date: 04/17/2025 File name: BSTAN25C.RES Page 5
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.06
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.35
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 31.94
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 4450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NODE 207.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.94
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.689
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

TIME OF CONCENTRATION(MIN.) = 31.94
RAINFALL INTENSITY(INCH/HR) = 1.69
AREA-AVERAGED Fm(INCH/HR) = 0.09
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.30
EFFECTIVE STREAM AREA(ACRES) = 63.40
TOTAL STREAM AREA(ACRES) = 63.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.30
**************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 3.60 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25C.RES Page 6
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.823
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.513
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 6.40 0.30 0.200 56 15.82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 14.13
TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) = 14.13
**************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 993.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.08 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.29 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28
STREET FLOW TRAVEL TIME(MIN.) = 7.78 Tc(MIN.) = 23.61
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.004
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.40 SUBAREA RUNOFF(CFS) = 18.19 EFFECTIVE AREA(ACRES) = 16.80 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 16.8 PEAK FLOW RATE(CFS) = 29.39
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 206.00 TO NODE 993.00 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 993.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN25C.RES Page 7
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.08 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.81
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.39
PIPE TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = 27.07
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 207.00 = 3000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 27.07
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.854
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 8.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 13.79
EFFECTIVE AREA(ACRES) = 25.20 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 25.2 PEAK FLOW RATE(CFS) = 40.92
**************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 27.07
RAINFALL INTENSITY(INCH/HR) = 1.85
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 25.20
TOTAL STREAM AREA(ACRES) = 25.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.92
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 91.30 31.94 1.689 0.30( 0.09) 0.30 63.4 200.00
2 40.92 27.07 1.854 0.30( 0.05) 0.17 25.2 206.00

PEAK FLOW RATE(CFS) = 128.46 Tc(MIN.) = 31.94
EFFECTIVE AREA(ACRES) = 88.60 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 88.6
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 4450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 226.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 626.86 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.24
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 128.46
PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 33.61
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 226.10 = 5076.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.10 TO NODE 226.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 33.61
RAINFALL INTENSITY(INCH/HR) = 1.64
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.26
EFFECTIVE STREAM AREA(ACRES) = 88.60
TOTAL STREAM AREA(ACRES) = 88.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.46
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 4.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.601
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.293
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN25C.RES Page 9
"5-7 DWELLINGS/ACRE" B 2.30 0.30 0.500 56 18.60
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 4.44
TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 4.44
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 226.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.08 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.22
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89
STREET FLOW TRAVEL TIME(MIN.) = 12.36 Tc(MIN.) = 30.96
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.719
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 11.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 16.72 EFFECTIVE AREA(ACRES) = 13.30 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 13.3 PEAK FLOW RATE(CFS) = 19.96
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 24.09 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 208.00 TO NODE 226.10 = 2300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.10 TO NODE 226.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 30.96
RAINFALL INTENSITY(INCH/HR) = 1.72
AREA-AVERAGED Fm(INCH/HR) = 0.05
Date: 04/17/2025 File name: BSTAN25C.RES Page 10
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 13.30
TOTAL STREAM AREA(ACRES) = 13.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.96
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 126.32 28.78 1.791 0.30( 0.08) 0.25 78.9 206.00
1 128.46 33.61 1.641 0.30( 0.08) 0.26 88.6 200.00
2 19.96 30.96 1.719 0.30( 0.05) 0.17 13.3 208.00

PEAK FLOW RATE(CFS) = 147.50 Tc(MIN.) = 33.61
EFFECTIVE AREA(ACRES) = 101.90 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 101.9
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 226.10 = 5076.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.10 TO NODE 226.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.37 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 251.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 72.0 INCH PIPE IS 56.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.21
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 147.50
PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 34.29
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 226.20 = 5327.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.10 TO NODE 226.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 34.29
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.622
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
Date: 04/17/2025 File name: BSTAN25C.RES Page 11
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.72
EFFECTIVE AREA(ACRES) = 103.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 103.1 PEAK FLOW RATE(CFS) = 147.50
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 226.20 TO NODE 212.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.64 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.38
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 147.50
PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 35.36
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 5737.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 35.36
RAINFALL INTENSITY(INCH/HR) = 1.59
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.25
EFFECTIVE STREAM AREA(ACRES) = 103.10
TOTAL STREAM AREA(ACRES) = 103.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 147.50
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 965.00
ELEVATION DATA: UPSTREAM(FEET) = 2.30 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.894
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.507
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 8.70 0.30 0.100 56 15.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 19.39
TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 19.39
Date: 04/17/2025 File name: BSTAN25C.RES Page 12
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.70 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.39
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 16.40
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 211.00 = 1135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.25 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 57.00 CHANNEL SLOPE = 0.0395 CHANNEL BASE(FEET) = 4.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 4.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.455
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.80 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.36
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 10.89 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 16.49
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.93
EFFECTIVE AREA(ACRES) = 10.50 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.5 PEAK FLOW RATE(CFS) = 22.92
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 11.19
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 1192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 16.49
RAINFALL INTENSITY(INCH/HR) = 2.46
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
Date: 04/17/2025 File name: BSTAN25C.RES Page 13
EFFECTIVE STREAM AREA(ACRES) = 10.50
TOTAL STREAM AREA(ACRES) = 10.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.92
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 145.69 30.53 1.732 0.30( 0.07) 0.24 92.5 206.00
1 147.25 32.71 1.666 0.30( 0.07) 0.24 97.8 208.00
1 147.50 35.36 1.594 0.30( 0.07) 0.25 103.1 200.00
2 22.92 16.49 2.455 0.30( 0.03) 0.10 10.5 210.00

PEAK FLOW RATE(CFS) = 162.71 Tc(MIN.) = 32.71
EFFECTIVE AREA(ACRES) = 108.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 113.6
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 5737.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.10 TO NODE 212.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 569.00
ELEVATION DATA: UPSTREAM(FEET) = 3.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.417
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.184
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.00 0.30 0.100 56 10.42
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.00 INITIAL SUBAREA RUNOFF(CFS) = 11.35 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 32.71
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.666
SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 5.89
EFFECTIVE AREA(ACRES) = 112.30 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 117.6 PEAK FLOW RATE(CFS) = 162.71
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
Date: 04/17/2025 File name: BSTAN25C.RES Page 14
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 218.20 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.70 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0034 CHANNEL BASE(FEET) = 4.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 4.00
CHANNEL FLOW THRU SUBAREA(CFS) = 162.71
FLOW VELOCITY(FEET/SEC.) = 8.57 FLOW DEPTH(FEET) = 2.36 TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 33.68
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.20 = 6237.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.20 TO NODE 218.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.460
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.377
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.00 0.30 0.100 56 17.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 8.45
TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 8.45
**************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.46 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 770.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Date: 04/17/2025 File name: BSTAN25C.RES Page 15
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 19.64
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00
STREET FLOW TRAVEL TIME(MIN.) = 6.40 Tc(MIN.) = 23.86
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.992
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 6.30 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 10.95
EFFECTIVE AREA(ACRES) = 10.30 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 10.3 PEAK FLOW RATE(CFS) = 18.02
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.75 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.00 = 1770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 23.86
RAINFALL INTENSITY(INCH/HR) = 1.99
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.16
EFFECTIVE STREAM AREA(ACRES) = 10.30
TOTAL STREAM AREA(ACRES) = 10.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.02
**************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 580.00
ELEVATION DATA: UPSTREAM(FEET) = 1.86 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.023
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.806
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 5.80 0.30 0.200 56 13.02
Date: 04/17/2025 File name: BSTAN25C.RES Page 16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 14.33
TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 14.33
**************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 214.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.58 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1120.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 28.54
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63
STREET FLOW TRAVEL TIME(MIN.) = 7.42 Tc(MIN.) = 20.44
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.174
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 22.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 22.40 SUBAREA RUNOFF(CFS) = 42.62 EFFECTIVE AREA(ACRES) = 28.20 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 28.2 PEAK FLOW RATE(CFS) = 53.65
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 32.00 FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY(FT*FT/SEC.) = 2.06 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1120.0 FT WITH ELEVATION-DROP = 3.6 FT, IS 47.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 214.00 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 214.00 = 1700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 20.44
Date: 04/17/2025 File name: BSTAN25C.RES Page 17
RAINFALL INTENSITY(INCH/HR) = 2.17
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.20
EFFECTIVE STREAM AREA(ACRES) = 28.20
TOTAL STREAM AREA(ACRES) = 28.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.65
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 18.02 23.86 1.992 0.30( 0.05) 0.16 10.3 213.00
2 53.65 20.44 2.174 0.30( 0.06) 0.20 28.2 215.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 70.54 20.44 2.174 0.30( 0.06) 0.19 37.0 215.00
2 67.05 23.86 1.992 0.30( 0.06) 0.19 38.5 213.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 70.54 Tc(MIN.) = 20.44
EFFECTIVE AREA(ACRES) = 37.03 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 38.5
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.00 = 1770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.78 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 763.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.55
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.54
PIPE TRAVEL TIME(MIN.) = 2.80 Tc(MIN.) = 23.24
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 217.00 = 2533.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1368.00
ELEVATION DATA: UPSTREAM(FEET) = 4.10 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.338
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.067
SUBAREA Tc AND LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: BSTAN25C.RES Page 18
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 13.60 0.30 0.500 56 22.34
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 13.60 INITIAL SUBAREA RUNOFF(CFS) = 23.47 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 23.24
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.022
SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 22.91 EFFECTIVE AREA(ACRES) = 50.63 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 52.1 PEAK FLOW RATE(CFS) = 88.38
**************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.30 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 51.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.69
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.38
PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 24.30
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 218.10 = 2833.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1052.11
ELEVATION DATA: UPSTREAM(FEET) = 2.03 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.293
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.315
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 5.50 0.30 0.200 56 18.29
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 5.50 INITIAL SUBAREA RUNOFF(CFS) = 11.16 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 24.30
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.971
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 9.46
EFFECTIVE AREA(ACRES) = 56.13 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 57.6 PEAK FLOW RATE(CFS) = 95.53
Date: 04/17/2025 File name: BSTAN25C.RES Page 19
**************************************************************************** FLOW PROCESS FROM NODE 218.10 TO NODE 218.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.54 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.62
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.53
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 24.74
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 218.20 = 3083.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.20 TO NODE 218.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 95.53 24.74 1.951 0.30( 0.08) 0.27 56.1 215.00
2 90.60 28.23 1.811 0.30( 0.08) 0.26 57.6 213.00
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 218.20 = 3083.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 138.78 17.50 2.374 0.30( 0.06) 0.21 64.5 210.00
2 161.77 31.50 1.702 0.30( 0.07) 0.22 107.0 206.00
3 162.71 33.68 1.639 0.30( 0.07) 0.22 112.3 208.00
4 162.28 36.33 1.570 0.30( 0.07) 0.23 117.6 200.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.20 = 6237.86 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 221.61 17.50 2.374 0.30( 0.07) 0.23 104.2 210.00
2 246.19 24.74 1.951 0.30( 0.07) 0.24 142.6 215.00
3 247.00 28.23 1.811 0.30( 0.07) 0.24 154.7 213.00
4 246.67 31.50 1.702 0.30( 0.07) 0.24 164.6 206.00
5 244.31 33.68 1.639 0.30( 0.07) 0.24 169.9 208.00
6 240.28 36.33 1.570 0.30( 0.07) 0.24 175.2 200.00
TOTAL AREA(ACRES) = 175.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 247.00 Tc(MIN.) = 28.232
EFFECTIVE AREA(ACRES) = 154.66 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.24 TOTAL AREA(ACRES) = 175.2
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.20 = 6237.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.20 TO NODE 218.20 IS CODE = 12 Date: 04/17/2025 File name: BSTAN25C.RES Page 20
---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 218.20 TO NODE 992.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.53 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 927.00 CHANNEL SLOPE = 0.0027 CHANNEL BASE(FEET) = 4.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 4.00
CHANNEL FLOW THRU SUBAREA(CFS) = 247.00
FLOW VELOCITY(FEET/SEC.) = 8.83 FLOW DEPTH(FEET) = 3.07 TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 29.98
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 992.00 = 7164.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 992.00 TO NODE 992.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 29.98
RAINFALL INTENSITY(INCH/HR) = 1.75
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.24
EFFECTIVE STREAM AREA(ACRES) = 154.66
TOTAL STREAM AREA(ACRES) = 175.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 247.00
**************************************************************************** FLOW PROCESS FROM NODE 990.00 TO NODE 990.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 735.00
ELEVATION DATA: UPSTREAM(FEET) = 1.20 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.386
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.464
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 9.90 0.30 0.200 56 16.39
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 21.42
TOTAL AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) = 21.42
**************************************************************************** FLOW PROCESS FROM NODE 990.00 TO NODE 991.00 IS CODE = 61 Date: 04/17/2025 File name: BSTAN25C.RES Page 21
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.16 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 720.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.36 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 18.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.96
STREET FLOW TRAVEL TIME(MIN.) = 3.99 Tc(MIN.) = 20.38
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.178
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 16.80 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 31.79 EFFECTIVE AREA(ACRES) = 26.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 26.7 PEAK FLOW RATE(CFS) = 50.66
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY(FT*FT/SEC.) = 2.45 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 720.0 FT WITH ELEVATION-DROP = 2.2 FT, IS 38.1 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 991.00 LONGEST FLOWPATH FROM NODE 990.00 TO NODE 991.00 = 1455.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 991.00 TO NODE 992.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.42 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Date: 04/17/2025 File name: BSTAN25C.RES Page 22
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 50.66 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.71
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.32
STREET FLOW TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 21.09
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.136
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 26.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 26.7 PEAK FLOW RATE(CFS) = 50.66
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.26 DEPTH*VELOCITY(FT*FT/SEC.) = 2.32 LONGEST FLOWPATH FROM NODE 990.00 TO NODE 992.00 = 1595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 992.00 TO NODE 992.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 21.09
RAINFALL INTENSITY(INCH/HR) = 2.14
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.23
EFFECTIVE STREAM AREA(ACRES) = 26.70
TOTAL STREAM AREA(ACRES) = 26.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.66
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 221.61 19.30 2.246 0.30( 0.07) 0.23 104.2 210.00
1 246.19 26.49 1.877 0.30( 0.07) 0.24 142.6 215.00
1 247.00 29.98 1.750 0.30( 0.07) 0.24 154.7 213.00
1 246.67 33.25 1.651 0.30( 0.07) 0.24 164.6 206.00
1 244.31 35.44 1.592 0.30( 0.07) 0.24 169.9 208.00
1 240.28 38.09 1.528 0.30( 0.07) 0.24 175.2 200.00
2 50.66 21.09 2.136 0.30( 0.07) 0.23 26.7 990.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Date: 04/17/2025 File name: BSTAN25C.RES Page 23
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 270.44 19.30 2.246 0.30( 0.07) 0.23 128.6 210.00
2 278.41 21.09 2.136 0.30( 0.07) 0.23 140.4 990.00
3 290.52 26.49 1.877 0.30( 0.07) 0.24 169.3 215.00
4 288.22 29.98 1.750 0.30( 0.07) 0.24 181.4 213.00
5 285.45 33.25 1.651 0.30( 0.07) 0.24 191.3 206.00
6 281.65 35.44 1.592 0.30( 0.07) 0.24 196.6 208.00
7 276.05 38.09 1.528 0.30( 0.07) 0.24 201.9 200.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 290.52 Tc(MIN.) = 26.49
EFFECTIVE AREA(ACRES) = 169.27 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.24 TOTAL AREA(ACRES) = 201.9
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 992.00 = 7164.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 992.00 TO NODE 842.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 518.00 CHANNEL SLOPE = 0.0019 CHANNEL BASE(FEET) = 4.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 4.00
CHANNEL FLOW THRU SUBAREA(CFS) = 290.52
FLOW VELOCITY(FEET/SEC.) = 8.10 FLOW DEPTH(FEET) = 3.61 TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 27.56
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 842.00 = 7682.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 842.00 TO NODE 842.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 27.741
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.829
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
PUBLIC PARK B 6.40 0.30 0.850 56 27.74
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 6.40 INITIAL SUBAREA RUNOFF(CFS) = 9.07 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 27.56
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.836
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 9.11
EFFECTIVE AREA(ACRES) = 175.67 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.26 Date: 04/17/2025 File name: BSTAN25C.RES Page 24
TOTAL AREA(ACRES) = 208.3 PEAK FLOW RATE(CFS) = 290.52
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 842.00 TO NODE 220.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.20 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0024 CHANNEL BASE(FEET) = 4.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 4.00
CHANNEL FLOW THRU SUBAREA(CFS) = 290.52
FLOW VELOCITY(FEET/SEC.) = 8.78 FLOW DEPTH(FEET) = 3.43 TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 28.51
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 8182.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.51
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.801
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 16.20 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 16.20 SUBAREA RUNOFF(CFS) = 22.54 EFFECTIVE AREA(ACRES) = 191.87 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 224.5 PEAK FLOW RATE(CFS) = 295.06
**************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 87.0 INCH PIPE IS 70.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.22
ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 295.06
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 28.71
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 221.00 = 8282.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 221.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.71
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.794
Date: 04/17/2025 File name: BSTAN25C.RES Page 25
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK C 2.60 0.25 0.850 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 3.70
EFFECTIVE AREA(ACRES) = 194.47 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 227.1 PEAK FLOW RATE(CFS) = 297.52
**************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 87.0 INCH PIPE IS 71.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.22
ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 297.52
PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 29.82
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 222.00 = 8832.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 222.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 29.82
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.755
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 9.40 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 13.79
EFFECTIVE AREA(ACRES) = 203.87 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 236.5 PEAK FLOW RATE(CFS) = 304.61
**************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.40 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 90.0 INCH PIPE IS 69.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.38
ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 304.61
PIPE TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 31.22
Date: 04/17/2025 File name: BSTAN25C.RES Page 26
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 223.00 = 9532.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.22
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.711
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS C 14.20 0.25 0.200 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 14.20 SUBAREA RUNOFF(CFS) = 21.22 EFFECTIVE AREA(ACRES) = 218.07 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 250.7 PEAK FLOW RATE(CFS) = 317.62
**************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 224.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.60 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 60.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.00
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 317.62
PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 31.91
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 224.00 = 10032.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 224.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.91
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.690
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 10.50 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 15.73 EFFECTIVE AREA(ACRES) = 228.57 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 261.2 PEAK FLOW RATE(CFS) = 329.20
**************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Date: 04/17/2025 File name: BSTAN25C.RES Page 27
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.92 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 84.0 INCH PIPE IS 64.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.44
ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 329.20
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 32.34
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 10302.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.34
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.677
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 1.30 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.93
EFFECTIVE AREA(ACRES) = 229.87 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 262.5 PEAK FLOW RATE(CFS) = 329.20
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 366.00 TO NODE 225.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.34
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.677
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 9.70 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 9.70 SUBAREA RUNOFF(CFS) = 14.42
EFFECTIVE AREA(ACRES) = 239.57 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 272.2 PEAK FLOW RATE(CFS) = 342.92
**************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 32.34
RAINFALL INTENSITY(INCH/HR) = 1.68
AREA-AVERAGED Fm(INCH/HR) = 0.09
AREA-AVERAGED Fp(INCH/HR) = 0.29
Date: 04/17/2025 File name: BSTAN25C.RES Page 28
AREA-AVERAGED Ap = 0.30
EFFECTIVE STREAM AREA(ACRES) = 239.57
TOTAL STREAM AREA(ACRES) = 272.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 342.92
**************************************************************************** FLOW PROCESS FROM NODE 336.10 TO NODE 225.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1509.05
ELEVATION DATA: UPSTREAM(FEET) = 4.03 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.580
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.295
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 16.70 0.25 0.100 69 18.58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 34.11
TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 34.11
**************************************************************************** FLOW PROCESS FROM NODE 225.10 TO NODE 225.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.76 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 620.13 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.61
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.11
PIPE TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 20.42
LONGEST FLOWPATH FROM NODE 336.10 TO NODE 225.00 = 2129.18 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 20.42
RAINFALL INTENSITY(INCH/HR) = 2.18
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 16.70
TOTAL STREAM AREA(ACRES) = 16.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.11
Date: 04/17/2025 File name: BSTAN25C.RES Page 29
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 329.52 25.23 1.930 0.29( 0.09) 0.31 198.9 210.00
1 335.51 27.01 1.857 0.29( 0.09) 0.30 210.7 990.00
1 342.92 32.34 1.677 0.29( 0.09) 0.30 239.6 215.00
1 338.95 35.84 1.582 0.29( 0.09) 0.29 251.7 213.00
1 334.44 39.12 1.506 0.29( 0.09) 0.29 261.6 206.00
1 330.08 41.34 1.459 0.29( 0.09) 0.29 266.9 208.00
1 324.18 44.01 1.408 0.29( 0.09) 0.29 272.2 200.00
2 34.11 20.42 2.175 0.25( 0.03) 0.10 16.7 336.10

PEAK FLOW RATE(CFS) = 369.13 Tc(MIN.) = 32.34
EFFECTIVE AREA(ACRES) = 256.27 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 288.9
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 10302.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00
ELEVATION DATA: UPSTREAM(FEET) = 0.42 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.308
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.245
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
PUBLIC PARK B 7.00 0.30 0.850 56 19.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
Date: 04/17/2025 File name: BSTAN25C.RES Page 30
SUBAREA RUNOFF(CFS) = 12.54
TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 12.54
**************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 840.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.04 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09
STREET FLOW TRAVEL TIME(MIN.) = 4.77 Tc(MIN.) = 24.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.981
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 10.30 SUBAREA RUNOFF(CFS) = 16.98 EFFECTIVE AREA(ACRES) = 17.30 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 17.3 PEAK FLOW RATE(CFS) = 27.85
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 840.00 TO NODE 840.10 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 840.10 TO NODE 841.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: BSTAN25C.RES Page 31
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.97 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.71
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47
STREET FLOW TRAVEL TIME(MIN.) = 4.04 Tc(MIN.) = 28.12
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.815
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 8.24
EFFECTIVE AREA(ACRES) = 22.80 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 22.8 PEAK FLOW RATE(CFS) = 33.50
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 840.00 TO NODE 841.00 = 1350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 841.00 TO NODE 364.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 665.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.76 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

Date: 04/17/2025 File name: BSTAN25C.RES Page 32
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.72
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.33
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68
STREET FLOW TRAVEL TIME(MIN.) = 4.75 Tc(MIN.) = 32.88
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.661
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 6.53
EFFECTIVE AREA(ACRES) = 27.60 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 27.6 PEAK FLOW RATE(CFS) = 36.88
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.33 DEPTH*VELOCITY(FT*FT/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 840.00 TO NODE 364.00 = 2015.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 364.00 TO NODE 364.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 32.88
RAINFALL INTENSITY(INCH/HR) = 1.66
AREA-AVERAGED Fm(INCH/HR) = 0.18
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.59
EFFECTIVE STREAM AREA(ACRES) = 27.60
TOTAL STREAM AREA(ACRES) = 27.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.88
**************************************************************************** FLOW PROCESS FROM NODE 357.00 TO NODE 357.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.101
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.816
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
PUBLIC PARK B 7.10 0.30 0.850 56 28.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
Date: 04/17/2025 File name: BSTAN25C.RES Page 33
SUBAREA RUNOFF(CFS) = 9.97
TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 9.97
**************************************************************************** FLOW PROCESS FROM NODE 357.00 TO NODE 358.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.96 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 640.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.13 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.72
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99
STREET FLOW TRAVEL TIME(MIN.) = 6.19 Tc(MIN.) = 34.30
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.622
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 10.80 SUBAREA RUNOFF(CFS) = 14.31 EFFECTIVE AREA(ACRES) = 17.90 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 17.9 PEAK FLOW RATE(CFS) = 23.04
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 357.00 TO NODE 358.00 = 1640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 358.00 TO NODE 359.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.41 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: BSTAN25C.RES Page 34
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.46 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.69
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.35
STREET FLOW TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 37.17
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.550
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 10.83
EFFECTIVE AREA(ACRES) = 26.50 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 26.5 PEAK FLOW RATE(CFS) = 32.71
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 357.00 TO NODE 359.00 = 1980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 359.00 TO NODE 360.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.40 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.04 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

Date: 04/17/2025 File name: BSTAN25C.RES Page 35
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.73
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.54
STREET FLOW TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 39.76
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.492
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.20 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 2.66
EFFECTIVE AREA(ACRES) = 28.70 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 28.7 PEAK FLOW RATE(CFS) = 33.99
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 357.00 TO NODE 360.00 = 2310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 360.00 TO NODE 361.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.25 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 391.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.84
HALFSTREET FLOOD WIDTH(FEET) = 39.52
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.39
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16
STREET FLOW TRAVEL TIME(MIN.) = 4.68 Tc(MIN.) = 44.45
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.401
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.20 0.30 0.500 56
Date: 04/17/2025 File name: BSTAN25C.RES Page 36
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 6.98
EFFECTIVE AREA(ACRES) = 34.90 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 34.9 PEAK FLOW RATE(CFS) = 38.61
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.84 HALFSTREET FLOOD WIDTH(FEET) = 39.96 FLOW VELOCITY(FEET/SEC.) = 1.40 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 357.00 TO NODE 361.00 = 2701.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 361.00 TO NODE 364.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.57 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 475.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.77
HALFSTREET FLOOD WIDTH(FEET) = 35.44
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.78
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36
STREET FLOW TRAVEL TIME(MIN.) = 4.46 Tc(MIN.) = 48.91
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.327
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 34.90 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 34.9 PEAK FLOW RATE(CFS) = 38.61
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 35.44 FLOW VELOCITY(FEET/SEC.) = 1.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.36 LONGEST FLOWPATH FROM NODE 357.00 TO NODE 364.00 = 3176.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 364.00 TO NODE 364.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 48.91
Date: 04/17/2025 File name: BSTAN25C.RES Page 37
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.327
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 3.70 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 4.34
EFFECTIVE AREA(ACRES) = 38.60 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 38.6 PEAK FLOW RATE(CFS) = 40.63
**************************************************************************** FLOW PROCESS FROM NODE 364.00 TO NODE 364.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 48.91
RAINFALL INTENSITY(INCH/HR) = 1.33
AREA-AVERAGED Fm(INCH/HR) = 0.16
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.53
EFFECTIVE STREAM AREA(ACRES) = 38.60
TOTAL STREAM AREA(ACRES) = 38.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.63
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 36.88 32.88 1.661 0.30( 0.18) 0.59 27.6 840.00
2 40.63 48.91 1.327 0.30( 0.16) 0.53 38.6 357.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 72.00 32.88 1.661 0.30( 0.17) 0.56 53.5 840.00
2 69.20 48.91 1.327 0.30( 0.17) 0.55 66.2 357.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 72.00 Tc(MIN.) = 32.88
EFFECTIVE AREA(ACRES) = 53.55 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 66.2
LONGEST FLOWPATH FROM NODE 357.00 TO NODE 364.00 = 3176.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 364.00 TO NODE 1003.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.72 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN25C.RES Page 38
CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0012 CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 4.00
CHANNEL FLOW THRU SUBAREA(CFS) = 72.00
FLOW VELOCITY(FEET/SEC.) = 2.40 FLOW DEPTH(FEET) = 2.50 TRAVEL TIME(MIN.) = 4.17 Tc(MIN.) = 37.04
LONGEST FLOWPATH FROM NODE 357.00 TO NODE 1003.00 = 3776.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1003.00 TO NODE 225.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.16 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 770.00 CHANNEL SLOPE = 0.0015 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 7.00
CHANNEL FLOW THRU SUBAREA(CFS) = 72.00
FLOW VELOCITY(FEET/SEC.) = 4.81 FLOW DEPTH(FEET) = 1.47 TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 39.71
LONGEST FLOWPATH FROM NODE 357.00 TO NODE 225.00 = 4546.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 72.00 39.71 1.493 0.30( 0.17) 0.56 53.5 840.00
2 69.20 55.83 1.231 0.30( 0.17) 0.55 66.2 357.00
LONGEST FLOWPATH FROM NODE 357.00 TO NODE 225.00 = 4546.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 336.36 20.42 2.175 0.29( 0.08) 0.29 177.7 336.10
2 359.73 25.23 1.930 0.29( 0.08) 0.29 215.6 210.00
3 364.58 27.01 1.857 0.29( 0.08) 0.29 227.4 990.00
4 369.13 32.34 1.677 0.29( 0.08) 0.28 256.3 215.00
5 363.65 35.84 1.582 0.29( 0.08) 0.28 268.4 213.00
6 357.93 39.12 1.506 0.29( 0.08) 0.28 278.3 206.00
7 352.83 41.34 1.459 0.29( 0.08) 0.28 283.6 208.00
8 346.13 44.01 1.408 0.29( 0.08) 0.28 288.9 200.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 10302.86 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 392.44 20.42 2.175 0.29( 0.09) 0.32 205.2 336.10
2 420.56 25.23 1.930 0.29( 0.10) 0.33 249.6 210.00
3 426.99 27.01 1.857 0.29( 0.09) 0.32 263.9 990.00
4 435.90 32.34 1.677 0.29( 0.09) 0.32 299.9 215.00
5 433.01 35.84 1.582 0.29( 0.09) 0.32 316.7 213.00
6 429.54 39.12 1.506 0.29( 0.10) 0.32 331.1 206.00
Date: 04/17/2025 File name: BSTAN25C.RES Page 39
7 428.58 39.71 1.493 0.29( 0.10) 0.32 333.3 840.00
8 424.55 41.34 1.459 0.29( 0.10) 0.32 338.4 208.00
9 417.39 44.01 1.408 0.29( 0.10) 0.33 345.8 200.00
10 369.04 55.83 1.231 0.29( 0.10) 0.33 355.1 357.00
TOTAL AREA(ACRES) = 355.1
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 435.90 Tc(MIN.) = 32.341
EFFECTIVE AREA(ACRES) = 299.88 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 355.1
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 10302.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 368.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.51 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0017 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 7.00
CHANNEL FLOW THRU SUBAREA(CFS) = 435.90
FLOW VELOCITY(FEET/SEC.) = 8.55 FLOW DEPTH(FEET) = 4.40 TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 32.93
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 368.00 = 10602.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 368.00 TO NODE 368.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.93
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.660
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 6.50 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 9.56
EFFECTIVE AREA(ACRES) = 306.38 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 361.6 PEAK FLOW RATE(CFS) = 435.90
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 368.00 TO NODE 1005.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
Date: 04/17/2025 File name: BSTAN25C.RES Page 40
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.85 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0017 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 435.90
FLOW VELOCITY(FEET/SEC.) = 8.53 FLOW DEPTH(FEET) = 4.17 TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 33.90
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 1005.00 = 11102.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 367.00 TO NODE 1005.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.90
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.633
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 2.90 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 3.93
EFFECTIVE AREA(ACRES) = 309.28 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 364.5 PEAK FLOW RATE(CFS) = 435.90
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 33.90
RAINFALL INTENSITY(INCH/HR) = 1.63
AREA-AVERAGED Fm(INCH/HR) = 0.09
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.32
EFFECTIVE STREAM AREA(ACRES) = 309.28
TOTAL STREAM AREA(ACRES) = 364.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 435.90
**************************************************************************** FLOW PROCESS FROM NODE 1040.00 TO NODE 1040.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00
ELEVATION DATA: UPSTREAM(FEET) = 1.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.478
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643
Date: 04/17/2025 File name: BSTAN25C.RES Page 41
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 9.65 0.25 0.100 69 14.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 22.73
TOTAL AREA(ACRES) = 9.65 PEAK FLOW RATE(CFS) = 22.73
**************************************************************************** FLOW PROCESS FROM NODE 1040.00 TO NODE 1005.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.76 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.57
STREET FLOW TRAVEL TIME(MIN.) = 5.57 Tc(MIN.) = 20.05
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.198
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 9.20 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 17.99
EFFECTIVE AREA(ACRES) = 18.85 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 18.8 PEAK FLOW RATE(CFS) = 36.86
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1005.00 = 1500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
Date: 04/17/2025 File name: BSTAN25C.RES Page 42
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 20.05
RAINFALL INTENSITY(INCH/HR) = 2.20
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 18.85
TOTAL STREAM AREA(ACRES) = 18.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.86
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 392.44 22.03 2.084 0.29( 0.09) 0.32 214.6 336.10
1 420.56 26.81 1.865 0.29( 0.09) 0.32 259.0 210.00
1 426.99 28.58 1.798 0.29( 0.09) 0.32 273.3 990.00
1 435.90 33.90 1.633 0.29( 0.09) 0.32 309.3 215.00
1 433.01 37.41 1.544 0.29( 0.09) 0.32 326.1 213.00
1 429.54 40.69 1.472 0.29( 0.09) 0.32 340.5 206.00
1 428.58 41.28 1.460 0.29( 0.09) 0.32 342.7 840.00
1 424.55 42.92 1.429 0.29( 0.09) 0.32 347.8 208.00
1 417.39 45.59 1.381 0.29( 0.09) 0.32 355.2 200.00
1 369.04 57.46 1.211 0.29( 0.10) 0.33 364.5 357.00
2 36.86 20.05 2.198 0.25( 0.03) 0.10 18.8 1040.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 414.50 20.05 2.198 0.29( 0.09) 0.30 214.2 1040.00
2 427.37 22.03 2.084 0.29( 0.09) 0.30 233.5 336.10
3 451.77 26.81 1.865 0.29( 0.09) 0.31 277.9 210.00
4 457.08 28.58 1.798 0.29( 0.09) 0.31 292.1 990.00
5 463.18 33.90 1.633 0.29( 0.09) 0.31 328.1 215.00
6 458.78 37.41 1.544 0.29( 0.09) 0.31 344.9 213.00
7 454.10 40.69 1.472 0.29( 0.09) 0.31 359.3 206.00
8 452.93 41.28 1.460 0.29( 0.09) 0.31 361.5 840.00
9 448.37 42.92 1.429 0.29( 0.09) 0.31 366.7 208.00
10 440.38 45.59 1.381 0.29( 0.09) 0.31 374.1 200.00
11 389.16 57.46 1.211 0.29( 0.09) 0.32 383.3 357.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 463.18 Tc(MIN.) = 33.90
EFFECTIVE AREA(ACRES) = 328.13 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 383.3
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 1005.00 = 11102.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1005.00 TO NODE 369.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.85 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0017 Date: 04/17/2025 File name: BSTAN25C.RES Page 43
CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 463.18
FLOW VELOCITY(FEET/SEC.) = 8.66 FLOW DEPTH(FEET) = 4.30 TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 34.87
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 369.00 = 11602.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 369.00 TO NODE 369.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 34.87
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.607
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS C 27.30 0.25 0.200 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 27.30 SUBAREA RUNOFF(CFS) = 38.25 EFFECTIVE AREA(ACRES) = 355.43 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 410.6 PEAK FLOW RATE(CFS) = 486.36
**************************************************************************** FLOW PROCESS FROM NODE 369.00 TO NODE 369.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 34.87
RAINFALL INTENSITY(INCH/HR) = 1.61
AREA-AVERAGED Fm(INCH/HR) = 0.09
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.30
EFFECTIVE STREAM AREA(ACRES) = 355.43
TOTAL STREAM AREA(ACRES) = 410.65
PEAK FLOW RATE(CFS) AT CONFLUENCE = 486.36
**************************************************************************** FLOW PROCESS FROM NODE 1041.00 TO NODE 1041.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00
ELEVATION DATA: UPSTREAM(FEET) = 1.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.478
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 9.65 0.25 0.100 69 14.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
Date: 04/17/2025 File name: BSTAN25C.RES Page 44
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 22.73
TOTAL AREA(ACRES) = 9.65 PEAK FLOW RATE(CFS) = 22.73
**************************************************************************** FLOW PROCESS FROM NODE 1041.00 TO NODE 369.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.20 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.12 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.58
STREET FLOW TRAVEL TIME(MIN.) = 4.16 Tc(MIN.) = 18.64
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.290
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 9.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 18.72
EFFECTIVE AREA(ACRES) = 18.85 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 18.8 PEAK FLOW RATE(CFS) = 38.39
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.58 DEPTH*VELOCITY(FT*FT/SEC.) = 1.80 LONGEST FLOWPATH FROM NODE 1041.00 TO NODE 369.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 369.00 TO NODE 369.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 18.64
RAINFALL INTENSITY(INCH/HR) = 2.29
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27
Date: 04/17/2025 File name: BSTAN25C.RES Page 45
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 18.85
TOTAL STREAM AREA(ACRES) = 18.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.39
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 446.89 21.04 2.139 0.29( 0.08) 0.29 241.5 1040.00
1 457.60 23.01 2.033 0.29( 0.08) 0.29 260.8 336.10
1 478.40 27.78 1.827 0.29( 0.09) 0.30 305.2 210.00
1 482.69 29.54 1.765 0.29( 0.09) 0.30 319.4 990.00
1 486.36 34.87 1.607 0.29( 0.09) 0.30 355.4 215.00
1 480.78 38.37 1.522 0.29( 0.09) 0.30 372.2 213.00
1 475.07 41.66 1.453 0.29( 0.09) 0.30 386.6 206.00
1 473.69 42.25 1.441 0.29( 0.09) 0.30 388.8 840.00
1 469.03 43.89 1.411 0.29( 0.09) 0.30 394.0 208.00
1 460.88 46.57 1.364 0.29( 0.09) 0.30 401.4 200.00
1 410.01 58.47 1.199 0.29( 0.09) 0.31 410.6 357.00
2 38.39 18.64 2.290 0.27( 0.03) 0.10 18.8 1041.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 463.54 18.64 2.290 0.29( 0.08) 0.27 232.8 1041.00
2 482.71 21.04 2.139 0.29( 0.08) 0.27 260.3 1040.00
3 491.62 23.01 2.033 0.29( 0.08) 0.28 279.6 336.10
4 508.94 27.78 1.827 0.29( 0.08) 0.29 324.0 210.00
5 512.17 29.54 1.765 0.29( 0.08) 0.29 338.3 990.00
6 513.16 34.87 1.607 0.29( 0.08) 0.29 374.3 215.00
7 506.14 38.37 1.522 0.29( 0.08) 0.29 391.1 213.00
8 499.25 41.66 1.453 0.29( 0.08) 0.29 405.5 206.00
9 497.67 42.25 1.441 0.29( 0.08) 0.29 407.7 840.00
10 492.50 43.89 1.411 0.29( 0.09) 0.29 412.8 208.00
11 483.56 46.57 1.364 0.29( 0.09) 0.29 420.2 200.00
12 429.89 58.47 1.199 0.29( 0.09) 0.30 429.5 357.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 513.16 Tc(MIN.) = 34.87
EFFECTIVE AREA(ACRES) = 374.28 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 429.5
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 369.00 = 11602.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 369.00 TO NODE 1009.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.85 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0017 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 513.16
Date: 04/17/2025 File name: BSTAN25C.RES Page 46
FLOW VELOCITY(FEET/SEC.) = 8.89 FLOW DEPTH(FEET) = 4.52 TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 35.80
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 1009.00 = 12102.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1009.00 TO NODE 1009.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 35.80
RAINFALL INTENSITY(INCH/HR) = 1.58
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.29
EFFECTIVE STREAM AREA(ACRES) = 374.28
TOTAL STREAM AREA(ACRES) = 429.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 513.16
**************************************************************************** FLOW PROCESS FROM NODE 1042.00 TO NODE 1042.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00
ELEVATION DATA: UPSTREAM(FEET) = 1.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.478
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 9.65 0.25 0.100 69 14.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 22.73
TOTAL AREA(ACRES) = 9.65 PEAK FLOW RATE(CFS) = 22.73
**************************************************************************** FLOW PROCESS FROM NODE 1042.00 TO NODE 1009.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Date: 04/17/2025 File name: BSTAN25C.RES Page 47
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.76 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 1042.00 TO NODE 1009.00 = 1500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1009.00 TO NODE 1009.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 20.05
RAINFALL INTENSITY(INCH/HR) = 2.20
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 18.85
TOTAL STREAM AREA(ACRES) = 18.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.86
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 463.54 19.60 2.226 0.29( 0.08) 0.27 232.8 1041.00
1 482.71 21.99 2.086 0.29( 0.08) 0.27 260.3 1040.00
1 491.62 23.96 1.987 0.29( 0.08) 0.28 279.6 336.10
1 508.94 28.72 1.793 0.29( 0.08) 0.29 324.0 210.00
1 512.17 30.48 1.734 0.29( 0.08) 0.29 338.3 990.00
1 513.16 35.80 1.583 0.29( 0.08) 0.29 374.3 215.00
1 506.14 39.31 1.501 0.29( 0.08) 0.29 391.1 213.00
1 499.25 42.60 1.435 0.29( 0.08) 0.29 405.5 206.00
1 497.67 43.19 1.423 0.29( 0.08) 0.29 407.7 840.00
1 492.50 44.84 1.394 0.29( 0.09) 0.29 412.8 208.00
1 483.56 47.52 1.349 0.29( 0.09) 0.29 420.2 200.00
1 429.89 59.45 1.188 0.29( 0.09) 0.30 429.5 357.00
2 36.86 20.05 2.198 0.25( 0.03) 0.10 18.8 1042.00
Date: 04/17/2025 File name: BSTAN25C.RES Page 48

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 500.05 19.60 2.226 0.28( 0.07) 0.26 251.2 1041.00
2 503.98 20.05 2.198 0.28( 0.07) 0.26 256.8 1042.00
3 517.67 21.99 2.086 0.28( 0.07) 0.26 279.2 1040.00
4 524.91 23.96 1.987 0.29( 0.08) 0.27 298.5 336.10
5 538.94 28.72 1.793 0.29( 0.08) 0.28 342.9 210.00
6 541.16 30.48 1.734 0.29( 0.08) 0.28 357.1 990.00
7 539.59 35.80 1.583 0.29( 0.08) 0.28 393.1 215.00
8 531.19 39.31 1.501 0.29( 0.08) 0.28 409.9 213.00
9 523.17 42.60 1.435 0.29( 0.08) 0.28 424.3 206.00
10 521.40 43.19 1.423 0.29( 0.08) 0.28 426.5 840.00
11 515.72 44.84 1.394 0.29( 0.08) 0.29 431.7 208.00
12 506.02 47.52 1.349 0.29( 0.08) 0.29 439.1 200.00
13 449.62 59.45 1.188 0.29( 0.08) 0.29 448.3 357.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 541.16 Tc(MIN.) = 30.48
EFFECTIVE AREA(ACRES) = 357.11 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 448.3
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 1009.00 = 12102.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1009.00 TO NODE 1038.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.10 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL SLOPE = 0.0020 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 541.16
FLOW VELOCITY(FEET/SEC.) = 9.57 FLOW DEPTH(FEET) = 4.46 TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 31.44
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 1038.00 = 12652.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1038.00 TO NODE 1038.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.44
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.704
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 9.80 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 9.80 SUBAREA RUNOFF(CFS) = 14.81
EFFECTIVE AREA(ACRES) = 366.91 AREA-AVERAGED Fm(INCH/HR) = 0.08 Date: 04/17/2025 File name: BSTAN25C.RES Page 49
AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 458.1 PEAK FLOW RATE(CFS) = 541.16
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 1038.00 TO NODE 1013.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.55 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0020 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 541.16
FLOW VELOCITY(FEET/SEC.) = 9.57 FLOW DEPTH(FEET) = 4.46 TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 31.92
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 1013.00 = 12927.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 31.92
RAINFALL INTENSITY(INCH/HR) = 1.69
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.27
EFFECTIVE STREAM AREA(ACRES) = 366.91
TOTAL STREAM AREA(ACRES) = 458.15
PEAK FLOW RATE(CFS) AT CONFLUENCE = 541.16
**************************************************************************** FLOW PROCESS FROM NODE 1043.00 TO NODE 1043.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00
ELEVATION DATA: UPSTREAM(FEET) = 1.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.478
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 9.65 0.25 0.100 69 14.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 22.73
TOTAL AREA(ACRES) = 9.65 PEAK FLOW RATE(CFS) = 22.73
**************************************************************************** FLOW PROCESS FROM NODE 1043.00 TO NODE 1013.00 IS CODE = 62 Date: 04/17/2025 File name: BSTAN25C.RES Page 50
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.76 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 1043.00 TO NODE 1013.00 = 1500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 20.05
RAINFALL INTENSITY(INCH/HR) = 2.20
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 18.85
TOTAL STREAM AREA(ACRES) = 18.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.86
** CONFLUENCE DATA **
Date: 04/17/2025 File name: BSTAN25C.RES Page 51
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 500.05 21.07 2.137 0.28( 0.07) 0.25 261.0 1041.00
1 503.98 21.51 2.112 0.28( 0.07) 0.25 266.6 1042.00
1 517.67 23.44 2.012 0.28( 0.07) 0.26 289.0 1040.00
1 524.91 25.41 1.922 0.28( 0.07) 0.26 308.3 336.10
1 538.94 30.16 1.744 0.29( 0.08) 0.27 352.7 210.00
1 541.16 31.92 1.689 0.29( 0.08) 0.27 366.9 990.00
1 539.59 37.24 1.548 0.29( 0.08) 0.28 402.9 215.00
1 531.19 40.76 1.471 0.29( 0.08) 0.28 419.7 213.00
1 523.17 44.05 1.408 0.29( 0.08) 0.28 434.1 206.00
1 521.40 44.64 1.397 0.29( 0.08) 0.28 436.3 840.00
1 515.72 46.29 1.369 0.29( 0.08) 0.28 441.5 208.00
1 506.02 48.98 1.326 0.29( 0.08) 0.28 448.9 200.00
1 450.91 60.96 1.171 0.29( 0.08) 0.29 458.1 357.00
2 36.86 20.05 2.198 0.25( 0.03) 0.10 18.8 1043.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 526.72 20.05 2.198 0.28( 0.07) 0.24 267.2 1043.00
2 535.88 21.07 2.137 0.28( 0.07) 0.24 279.9 1041.00
3 539.38 21.51 2.112 0.28( 0.07) 0.24 285.4 1042.00
4 551.38 23.44 2.012 0.28( 0.07) 0.25 307.8 1040.00
5 557.10 25.41 1.922 0.28( 0.07) 0.25 327.1 336.10
6 568.11 30.16 1.744 0.29( 0.07) 0.26 371.5 210.00
7 569.40 31.92 1.689 0.29( 0.08) 0.26 385.8 990.00
8 565.43 37.24 1.548 0.29( 0.08) 0.27 421.8 215.00
9 555.72 40.76 1.471 0.29( 0.08) 0.27 438.6 213.00
10 546.62 44.05 1.408 0.29( 0.08) 0.27 453.0 206.00
11 544.68 44.64 1.397 0.29( 0.08) 0.27 455.2 840.00
12 538.51 46.29 1.369 0.29( 0.08) 0.27 460.3 208.00
13 528.08 48.98 1.326 0.29( 0.08) 0.28 467.7 200.00
14 470.35 60.96 1.171 0.29( 0.08) 0.28 477.0 357.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 569.40 Tc(MIN.) = 31.92
EFFECTIVE AREA(ACRES) = 385.76 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 477.0
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 1013.00 = 12927.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1013.00 TO NODE 1014.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.02 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0017 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 569.40
FLOW VELOCITY(FEET/SEC.) = 9.13 FLOW DEPTH(FEET) = 4.75 TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 33.01
Date: 04/17/2025 File name: BSTAN25C.RES Page 52
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 1014.00 = 13527.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 33.01
RAINFALL INTENSITY(INCH/HR) = 1.66
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.26
EFFECTIVE STREAM AREA(ACRES) = 385.76
TOTAL STREAM AREA(ACRES) = 477.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 569.40
**************************************************************************** FLOW PROCESS FROM NODE 1044.00 TO NODE 1044.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00
ELEVATION DATA: UPSTREAM(FEET) = 1.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.478
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 8.84 0.25 0.100 69 14.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 20.83
TOTAL AREA(ACRES) = 8.84 PEAK FLOW RATE(CFS) = 20.83
**************************************************************************** FLOW PROCESS FROM NODE 1044.00 TO NODE 1014.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.40 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.29 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: BSTAN25C.RES Page 53
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.32
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48
STREET FLOW TRAVEL TIME(MIN.) = 5.03 Tc(MIN.) = 19.51
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.232
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 8.50 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 16.88
EFFECTIVE AREA(ACRES) = 17.34 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.3 PEAK FLOW RATE(CFS) = 34.44
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY(FT*FT/SEC.) = 1.66 LONGEST FLOWPATH FROM NODE 1044.00 TO NODE 1014.00 = 1400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 19.51
RAINFALL INTENSITY(INCH/HR) = 2.23
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 17.34
TOTAL STREAM AREA(ACRES) = 17.34
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.44
**************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00
ELEVATION DATA: UPSTREAM(FEET) = 1.30 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.980
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.592
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 4.30 0.30 0.200 56 14.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 9.80
Date: 04/17/2025 File name: BSTAN25C.RES Page 54
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 9.80
**************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 381.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.56 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.94 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99
STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 17.55
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.370
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 5.90 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 12.27
EFFECTIVE AREA(ACRES) = 10.20 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 10.2 PEAK FLOW RATE(CFS) = 21.21
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 380.00 TO NODE 381.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 381.00 TO NODE 1014.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.88 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 940.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: BSTAN25C.RES Page 55
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.06 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48
STREET FLOW TRAVEL TIME(MIN.) = 6.79 Tc(MIN.) = 24.34
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.970
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 9.10 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) = 15.64
EFFECTIVE AREA(ACRES) = 19.30 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 19.3 PEAK FLOW RATE(CFS) = 33.17
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 380.00 TO NODE 1014.00 = 1870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 24.34
RAINFALL INTENSITY(INCH/HR) = 1.97
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.20
EFFECTIVE STREAM AREA(ACRES) = 19.30
TOTAL STREAM AREA(ACRES) = 19.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.17
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 526.72 21.17 2.132 0.28( 0.07) 0.24 267.2 1043.00
1 535.88 22.18 2.076 0.28( 0.07) 0.24 279.9 1041.00
1 539.38 22.62 2.053 0.28( 0.07) 0.24 285.4 1042.00
1 551.38 24.55 1.960 0.28( 0.07) 0.25 307.8 1040.00
1 557.10 26.51 1.877 0.28( 0.07) 0.25 327.1 336.10
1 568.11 31.25 1.710 0.29( 0.07) 0.26 371.5 210.00
1 569.40 33.01 1.657 0.29( 0.08) 0.26 385.8 990.00
1 565.43 38.34 1.523 0.29( 0.08) 0.27 421.8 215.00
1 555.72 41.86 1.449 0.29( 0.08) 0.27 438.6 213.00
1 546.62 45.16 1.388 0.29( 0.08) 0.27 453.0 206.00
Date: 04/17/2025 File name: BSTAN25C.RES Page 56
1 544.68 45.75 1.378 0.29( 0.08) 0.27 455.2 840.00
1 538.51 47.40 1.351 0.29( 0.08) 0.27 460.3 208.00
1 528.08 50.10 1.309 0.29( 0.08) 0.28 467.7 200.00
1 470.35 62.11 1.159 0.29( 0.08) 0.28 477.0 357.00
2 34.44 19.51 2.232 0.25( 0.02) 0.10 17.3 1044.00
3 33.17 24.34 1.970 0.30( 0.06) 0.20 19.3 380.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 573.88 19.51 2.232 0.28( 0.07) 0.23 279.1 1044.00
2 590.89 21.17 2.132 0.28( 0.07) 0.23 301.3 1043.00
3 599.79 22.18 2.076 0.28( 0.07) 0.23 314.8 1041.00
4 603.21 22.62 2.053 0.28( 0.07) 0.23 320.7 1042.00
5 613.58 24.34 1.970 0.28( 0.07) 0.24 342.0 380.00
6 614.58 24.55 1.960 0.28( 0.07) 0.24 344.5 1040.00
7 617.54 26.51 1.877 0.28( 0.07) 0.24 363.7 336.10
8 623.05 31.25 1.710 0.29( 0.07) 0.25 408.2 210.00
9 622.62 33.01 1.657 0.29( 0.07) 0.25 422.4 990.00
10 614.21 38.34 1.523 0.29( 0.07) 0.26 458.4 215.00
11 602.07 41.86 1.449 0.29( 0.08) 0.26 475.2 213.00
12 590.97 45.16 1.388 0.29( 0.08) 0.26 489.6 206.00
13 588.68 45.75 1.378 0.29( 0.08) 0.26 491.8 840.00
14 581.62 47.40 1.351 0.29( 0.08) 0.26 497.0 208.00
15 569.81 50.10 1.309 0.29( 0.08) 0.27 504.4 200.00
16 507.14 62.11 1.159 0.29( 0.08) 0.27 513.6 357.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 623.05 Tc(MIN.) = 31.25
EFFECTIVE AREA(ACRES) = 408.15 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 513.6
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 1014.00 = 13527.86 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 513.6 TC(MIN.) = 31.25
EFFECTIVE AREA(ACRES) = 408.15 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.253 PEAK FLOW RATE(CFS) = 623.05
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 573.88 19.51 2.232 0.28( 0.07) 0.23 279.1 1044.00
2 590.89 21.17 2.132 0.28( 0.07) 0.23 301.3 1043.00
3 599.79 22.18 2.076 0.28( 0.07) 0.23 314.8 1041.00
4 603.21 22.62 2.053 0.28( 0.07) 0.23 320.7 1042.00
5 613.58 24.34 1.970 0.28( 0.07) 0.24 342.0 380.00
6 614.58 24.55 1.960 0.28( 0.07) 0.24 344.5 1040.00
7 617.54 26.51 1.877 0.28( 0.07) 0.24 363.7 336.10
8 623.05 31.25 1.710 0.29( 0.07) 0.25 408.2 210.00
9 622.62 33.01 1.657 0.29( 0.07) 0.25 422.4 990.00
10 614.21 38.34 1.523 0.29( 0.07) 0.26 458.4 215.00
11 602.07 41.86 1.449 0.29( 0.08) 0.26 475.2 213.00
12 590.97 45.16 1.388 0.29( 0.08) 0.26 489.6 206.00
Date: 04/17/2025 File name: BSTAN25C.RES Page 57
13 588.68 45.75 1.378 0.29( 0.08) 0.26 491.8 840.00
14 581.62 47.40 1.351 0.29( 0.08) 0.26 497.0 208.00
15 569.81 50.10 1.309 0.29( 0.08) 0.27 504.4 200.00
16 507.14 62.11 1.159 0.29( 0.08) 0.27 513.6 357.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: BSTAN25C.RES Page 58
Date: 04/17/2025 File name: BSTAN25C.RES Page 59
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA C/D (EXISTING CONDITION) *
* 25-YEAR STORM *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: CSTAN25.DAT
TIME/DATE OF STUDY: 21:17 02/05/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 65.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1040.00
ELEVATION DATA: UPSTREAM(FEET) = 2.03 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: CSTAN25.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.811
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.096
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.10 0.30 0.500 56 21.81
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 5.43
TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 5.43
**************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.27 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1635.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 17.71
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69
STREET FLOW TRAVEL TIME(MIN.) = 18.31 Tc(MIN.) = 40.12
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.484
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 6.12
EFFECTIVE AREA(ACRES) = 8.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = 9.85
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.77 FLOW VELOCITY(FEET/SEC.) = 1.54 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 66.00 = 2675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 66.00 IS CODE = 1
---------------------------------------------------------------------------- Date: 04/17/2025 File name: CSTAN25.RES Page 2
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 40.12
RAINFALL INTENSITY(INCH/HR) = 1.48
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 8.20
TOTAL STREAM AREA(ACRES) = 8.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.85
**************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 67.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.542
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.230
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.40 0.30 0.500 56 19.54
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.11
TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 10.11
**************************************************************************** FLOW PROCESS FROM NODE 67.00 TO NODE 68.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.91 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1455.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.44 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93
Date: 04/17/2025 File name: CSTAN25.RES Page 3
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09
STREET FLOW TRAVEL TIME(MIN.) = 12.57 Tc(MIN.) = 32.12
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.683
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS) = 16.42 EFFECTIVE AREA(ACRES) = 17.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.3 PEAK FLOW RATE(CFS) = 23.88
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 68.00 = 2255.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.95 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1475.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.02 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47
STREET FLOW TRAVEL TIME(MIN.) = 10.66 Tc(MIN.) = 42.78
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.431
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 10.26
EFFECTIVE AREA(ACRES) = 26.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 26.2 PEAK FLOW RATE(CFS) = 30.21
Date: 04/17/2025 File name: CSTAN25.RES Page 4
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 69.00 = 3730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 69.00 TO NODE 69.10 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.94 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.68
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68
STREET FLOW TRAVEL TIME(MIN.) = 9.38 Tc(MIN.) = 52.16
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.279
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 9.45
EFFECTIVE AREA(ACRES) = 35.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 35.5 PEAK FLOW RATE(CFS) = 36.08
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.52 DEPTH*VELOCITY(FT*FT/SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 69.10 = 5130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 69.10 TO NODE 66.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ Date: 04/17/2025 File name: CSTAN25.RES Page 5
UPSTREAM ELEVATION(FEET) = 0.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.08 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.68
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.72
STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 54.15
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.253
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 35.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 35.5 PEAK FLOW RATE(CFS) = 36.08
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.52 DEPTH*VELOCITY(FT*FT/SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 66.00 = 5430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 66.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 54.15
RAINFALL INTENSITY(INCH/HR) = 1.25
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 35.50
TOTAL STREAM AREA(ACRES) = 35.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.08
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.85 40.12 1.484 0.30( 0.15) 0.50 8.2 1.00
2 36.08 54.15 1.253 0.30( 0.15) 0.50 35.5 3.00
Date: 04/17/2025 File name: CSTAN25.RES Page 6

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 42.20 40.12 1.484 0.30( 0.15) 0.50 34.5 1.00
2 44.22 54.15 1.253 0.30( 0.15) 0.50 43.7 3.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 44.22 Tc(MIN.) = 54.15
EFFECTIVE AREA(ACRES) = 43.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 43.7
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 66.00 = 5430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 70.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.89 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 945.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 46.36 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.06
STREET FLOW TRAVEL TIME(MIN.) = 5.65 Tc(MIN.) = 59.80
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.184
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY(FT*FT/SEC.) = 2.02 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 70.00 = 6375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 59.80
RAINFALL INTENSITY(INCH/HR) = 1.18
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 48.30
TOTAL STREAM AREA(ACRES) = 48.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.95
**************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 71.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 573.00
ELEVATION DATA: UPSTREAM(FEET) = 1.45 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.314
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.470
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.70 0.30 0.500 56 16.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.73
TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 7.73
**************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.93 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 965.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Date: 04/17/2025 File name: CSTAN25.RES Page 8
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.57 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85
STREET FLOW TRAVEL TIME(MIN.) = 9.73 Tc(MIN.) = 26.05
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.895
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 9.58
EFFECTIVE AREA(ACRES) = 9.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 15.39
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.79 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 72.00 = 1538.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.62 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 309.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.17 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04
STREET FLOW TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 28.78
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.791
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
Date: 04/17/2025 File name: CSTAN25.RES Page 9
"5-7 DWELLINGS/ACRE" B 2.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.54
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 18.02
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 73.00 = 1847.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 70.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.36 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1180.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.13 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30
STREET FLOW TRAVEL TIME(MIN.) = 9.14 Tc(MIN.) = 37.93
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.532
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.80 SUBAREA RUNOFF(CFS) = 12.19
EFFECTIVE AREA(ACRES) = 22.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.0 PEAK FLOW RATE(CFS) = 27.37
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 70.00 = 3027.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1
Date: 04/17/2025 File name: CSTAN25.RES Page 10
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 37.93
RAINFALL INTENSITY(INCH/HR) = 1.53
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 22.00
TOTAL STREAM AREA(ACRES) = 22.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.37
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 43.15 45.86 1.376 0.30( 0.15) 0.50 39.1 1.00
1 44.95 59.80 1.184 0.30( 0.15) 0.50 48.3 3.00
2 27.37 37.93 1.532 0.30( 0.15) 0.50 22.0 8.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 67.60 37.93 1.532 0.30( 0.15) 0.50 54.3 8.00
2 67.42 45.86 1.376 0.30( 0.15) 0.50 61.1 1.00
3 65.43 59.80 1.184 0.30( 0.15) 0.50 70.3 3.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 67.60 Tc(MIN.) = 37.93
EFFECTIVE AREA(ACRES) = 54.34 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 70.3
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 70.00 = 6375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 74.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.19 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.88
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.60
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 38.44
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 74.00 = 6525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 74.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
Date: 04/17/2025 File name: CSTAN25.RES Page 11
============================================================================ MAINLINE Tc(MIN.) = 38.44
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.521
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 5.67
EFFECTIVE AREA(ACRES) = 58.94 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 74.9 PEAK FLOW RATE(CFS) = 72.70
**************************************************************************** FLOW PROCESS FROM NODE 74.00 TO NODE 75.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.31 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.88
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.70
PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 39.30
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 75.00 = 6775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 75.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 39.30
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.502
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 4.99
EFFECTIVE AREA(ACRES) = 63.04 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 79.0 PEAK FLOW RATE(CFS) = 76.70
**************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.34 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.4 INCHES
Date: 04/17/2025 File name: CSTAN25.RES Page 12
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.81
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 76.70
PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 40.34
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 76.00 = 7075.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 76.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 40.34
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.480
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 4.91
EFFECTIVE AREA(ACRES) = 67.14 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 83.1 PEAK FLOW RATE(CFS) = 80.35
**************************************************************************** FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.17 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.83
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 80.35
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 40.85
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 77.00 = 7225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 77.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 40.85
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.469
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 6.41
EFFECTIVE AREA(ACRES) = 72.54 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 88.5 PEAK FLOW RATE(CFS) = 86.12
Date: 04/17/2025 File name: CSTAN25.RES Page 13
**************************************************************************** FLOW PROCESS FROM NODE 77.00 TO NODE 78.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.08 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.54
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 86.12
PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 42.00
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 78.00 = 7675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 78.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 42.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.446
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 4.67
EFFECTIVE AREA(ACRES) = 76.54 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 92.5 PEAK FLOW RATE(CFS) = 89.29
**************************************************************************** FLOW PROCESS FROM NODE 78.00 TO NODE 78.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 5.70 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 21.55
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.29
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 42.08
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 78.10 = 7775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 78.10 TO NODE 78.10 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 42.08
Date: 04/17/2025 File name: CSTAN25.RES Page 14
RAINFALL INTENSITY(INCH/HR) = 1.44
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 76.54
TOTAL STREAM AREA(ACRES) = 92.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 89.29
**************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 79.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1300.00
ELEVATION DATA: UPSTREAM(FEET) = 3.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.883
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.092
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.50 0.30 0.500 56 21.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 20.10
TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 20.10
**************************************************************************** FLOW PROCESS FROM NODE 79.00 TO NODE 80.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.81 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1603.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.43 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48
STREET FLOW TRAVEL TIME(MIN.) = 10.60 Tc(MIN.) = 32.48
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.673
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: CSTAN25.RES Page 15

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.20 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 12.61
EFFECTIVE AREA(ACRES) = 20.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 20.7 PEAK FLOW RATE(CFS) = 28.37
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.58 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 80.00 = 2903.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.57
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.37
PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 33.42
LONGEST FLOWPATH FROM NODE 18.00 TO NODE 81.00 = 3103.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 81.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.42
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.646
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 10.40 SUBAREA RUNOFF(CFS) = 14.00 EFFECTIVE AREA(ACRES) = 31.10 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 31.1 PEAK FLOW RATE(CFS) = 41.87
**************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 78.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.90 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.7 INCHES
Date: 04/17/2025 File name: CSTAN25.RES Page 16
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.87
PIPE TRAVEL TIME(MIN.) = 3.13 Tc(MIN.) = 36.55
LONGEST FLOWPATH FROM NODE 18.00 TO NODE 78.10 = 4053.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 78.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.55
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.565
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 26.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 26.00 SUBAREA RUNOFF(CFS) = 33.10 EFFECTIVE AREA(ACRES) = 57.10 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 57.1 PEAK FLOW RATE(CFS) = 72.70
**************************************************************************** FLOW PROCESS FROM NODE 78.10 TO NODE 78.10 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 36.55
RAINFALL INTENSITY(INCH/HR) = 1.56
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 57.10
TOTAL STREAM AREA(ACRES) = 57.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.70
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 89.29 42.08 1.445 0.30( 0.15) 0.50 76.5 8.00
1 87.06 50.02 1.310 0.30( 0.15) 0.50 83.3 1.00
1 82.43 64.01 1.139 0.30( 0.15) 0.50 92.5 3.00
2 72.70 36.55 1.565 0.30( 0.15) 0.50 57.1 18.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 157.44 36.55 1.565 0.30( 0.15) 0.50 123.6 18.00
2 155.83 42.08 1.445 0.30( 0.15) 0.50 133.6 8.00
Date: 04/17/2025 File name: CSTAN25.RES Page 17
3 146.68 50.02 1.310 0.30( 0.15) 0.50 140.4 1.00
4 133.27 64.01 1.139 0.30( 0.15) 0.50 149.6 3.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 157.44 Tc(MIN.) = 36.55
EFFECTIVE AREA(ACRES) = 123.58 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 149.6
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 78.10 = 7775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 78.10 TO NODE 78.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.02 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 55.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.04
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 157.44
PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 37.76
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 78.20 = 8285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 78.20 TO NODE 78.20 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 37.76
RAINFALL INTENSITY(INCH/HR) = 1.54
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 123.58
TOTAL STREAM AREA(ACRES) = 149.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 157.44
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 82.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
ELEVATION DATA: UPSTREAM(FEET) = 1.20 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.508
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.640
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 4.30 0.30 0.200 56 14.51
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: CSTAN25.RES Page 18
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 9.98
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 9.98
**************************************************************************** FLOW PROCESS FROM NODE 82.00 TO NODE 78.20 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 50.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 18.91
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.54
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75
STREET FLOW TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 15.05
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.586
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 4.30 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 9.98
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.91 FLOW VELOCITY(FEET/SEC.) = 1.54 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 78.20 = 650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 78.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 15.05
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.586
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.37
EFFECTIVE AREA(ACRES) = 6.20 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 14.14
Date: 04/17/2025 File name: CSTAN25.RES Page 19
**************************************************************************** FLOW PROCESS FROM NODE 78.20 TO NODE 78.20 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 15.05
RAINFALL INTENSITY(INCH/HR) = 2.59
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 6.20
TOTAL STREAM AREA(ACRES) = 6.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.14
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 157.44 37.76 1.536 0.30( 0.15) 0.50 123.6 18.00
1 155.83 43.29 1.422 0.30( 0.15) 0.50 133.6 8.00
1 146.68 51.23 1.292 0.30( 0.15) 0.50 140.4 1.00
1 133.27 65.26 1.127 0.30( 0.15) 0.50 149.6 3.00
2 14.14 15.05 2.586 0.30( 0.05) 0.17 6.2 23.00

PEAK FLOW RATE(CFS) = 165.73 Tc(MIN.) = 37.76
EFFECTIVE AREA(ACRES) = 129.78 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 155.8
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 78.20 = 8285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 78.20 TO NODE 83.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.80 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.21
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 165.73
PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 38.68
Date: 04/17/2025 File name: CSTAN25.RES Page 20
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 83.00 = 8685.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 83.00 TO NODE 83.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 38.68
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.515
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 11.10 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 14.84 EFFECTIVE AREA(ACRES) = 140.88 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 166.9 PEAK FLOW RATE(CFS) = 174.86
**************************************************************************** FLOW PROCESS FROM NODE 83.00 TO NODE 90.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.80 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 72.0 INCH PIPE IS 57.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.24
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 174.86
PIPE TRAVEL TIME(MIN.) = 3.22 Tc(MIN.) = 41.90
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 90.00 = 10085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 4
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

Stanton City CouncilOctober 14, 2025

Stanton City Council
October 14, 2025