Agenda — Stanton City Council, October 14, 2025 (part 5 of 13)

TIME OF CONCENTRATION(MIN.) = 41.90
RAINFALL INTENSITY(INCH/HR) = 1.45
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.45
EFFECTIVE STREAM AREA(ACRES) = 140.88
TOTAL STREAM AREA(ACRES) = 166.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 174.86
**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 95.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1092.00
Date: 04/17/2025 File name: CSTAN25.RES Page 21
ELEVATION DATA: UPSTREAM(FEET) = 1.64 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 23.438
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.012
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 23.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 6.20
TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 6.20
**************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 95.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 23.44
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.012
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 3.70 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) = 3.70 SUBAREA RUNOFF(CFS) = 6.20
EFFECTIVE AREA(ACRES) = 7.40 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.4 PEAK FLOW RATE(CFS) = 12.40
**************************************************************************** FLOW PROCESS FROM NODE 95.00 TO NODE 86.00 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) = 931.00 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) = 16.94 ***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.) = 1.71
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98
Date: 04/17/2025 File name: CSTAN25.RES Page 22
STREET FLOW TRAVEL TIME(MIN.) = 9.07 Tc(MIN.) = 32.51
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.672
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) = 9.04
EFFECTIVE AREA(ACRES) = 14.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 14.0 PEAK FLOW RATE(CFS) = 19.18
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 86.00 = 2023.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.72 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1149.00 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) = 23.54 ***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.) = 1.95
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22
STREET FLOW TRAVEL TIME(MIN.) = 9.84 Tc(MIN.) = 42.35
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.439
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.50 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) = 7.50 SUBAREA RUNOFF(CFS) = 8.70
EFFECTIVE AREA(ACRES) = 21.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.5 PEAK FLOW RATE(CFS) = 24.95
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: CSTAN25.RES Page 23
DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 87.00 = 3172.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.47 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 981.00 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) = 27.92 ***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.) = 2.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38
STREET FLOW TRAVEL TIME(MIN.) = 7.83 Tc(MIN.) = 50.18
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.308
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) = 5.94
EFFECTIVE AREA(ACRES) = 27.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 27.2 PEAK FLOW RATE(CFS) = 28.34
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 88.00 = 4153.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 88.00 TO NODE 84.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.35 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1564.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Date: 04/17/2025 File name: CSTAN25.RES Page 24
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) = 31.66 ***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) = 0.69
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.50
STREET FLOW TRAVEL TIME(MIN.) = 11.89 Tc(MIN.) = 62.07
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.159
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 7.30 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) = 7.30 SUBAREA RUNOFF(CFS) = 6.63
EFFECTIVE AREA(ACRES) = 34.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 34.5 PEAK FLOW RATE(CFS) = 31.34
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 84.00 = 5717.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 84.00 TO NODE 89.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 25.00
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) = 35.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.58
HALFSTREET FLOOD WIDTH(FEET) = 24.69
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26
Date: 04/17/2025 File name: CSTAN25.RES Page 25
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.91
STREET FLOW TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 63.65
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.143
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 8.40 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) = 8.40 SUBAREA RUNOFF(CFS) = 7.51
EFFECTIVE AREA(ACRES) = 42.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 42.9 PEAK FLOW RATE(CFS) = 38.34
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 25.00 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) = 2.01 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 89.00 = 6027.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.89 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 25.00
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) = 40.45 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 25.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.07
STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 65.12
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.128
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) = 4.23
EFFECTIVE AREA(ACRES) = 47.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 47.7 PEAK FLOW RATE(CFS) = 42.00
Date: 04/17/2025 File name: CSTAN25.RES Page 26
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 25.00 FLOW VELOCITY(FEET/SEC.) = 3.46 DEPTH*VELOCITY(FT*FT/SEC.) = 2.12 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 90.00 = 6327.00 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 2 ARE:

TIME OF CONCENTRATION(MIN.) = 65.12
RAINFALL INTENSITY(INCH/HR) = 1.13
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 47.70
TOTAL STREAM AREA(ACRES) = 47.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.00
**************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 90.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1185.00
ELEVATION DATA: UPSTREAM(FEET) = 1.78 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 24.216
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.975
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 4.80 0.30 0.500 56 24.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.88
TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 7.88
**************************************************************************** FLOW PROCESS FROM NODE 90.10 TO NODE 91.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.01 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1159.00 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
Date: 04/17/2025 File name: CSTAN25.RES Page 27
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.22
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.83
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93
STREET FLOW TRAVEL TIME(MIN.) = 10.56 Tc(MIN.) = 34.78
* 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 8.40 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) = 8.40 SUBAREA RUNOFF(CFS) = 11.03
EFFECTIVE AREA(ACRES) = 13.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.2 PEAK FLOW RATE(CFS) = 17.34
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 22.37 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 91.00 = 2344.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 7.90 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1518.00 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) = 20.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.96
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38
STREET FLOW TRAVEL TIME(MIN.) = 9.57 Tc(MIN.) = 44.34
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.402
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 6.00 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
Date: 04/17/2025 File name: CSTAN25.RES Page 28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 6.90
EFFECTIVE AREA(ACRES) = 19.20 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 19.2 PEAK FLOW RATE(CFS) = 21.78
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.33 FLOW VELOCITY(FEET/SEC.) = 2.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 92.00 = 3862.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 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) = 2406.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 31.33 ***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) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24
STREET FLOW TRAVEL TIME(MIN.) = 21.44 Tc(MIN.) = 65.78
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.122
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 21.70 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) = 21.70 SUBAREA RUNOFF(CFS) = 18.98 EFFECTIVE AREA(ACRES) = 40.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 40.9 PEAK FLOW RATE(CFS) = 35.91
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 1.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2406.0 FT WITH ELEVATION-DROP = 3.6 FT, IS 29.9 CFS, Date: 04/17/2025 File name: CSTAN25.RES Page 29
WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 93.00 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 93.00 = 6268.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 93.00 TO NODE 94.00 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) = 2406.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 42.73 ***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) = 0.72
HALFSTREET FLOOD WIDTH(FEET) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52
STREET FLOW TRAVEL TIME(MIN.) = 18.95 Tc(MIN.) = 84.73
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 0.972
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 18.40 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) = 18.40 SUBAREA RUNOFF(CFS) = 13.61 EFFECTIVE AREA(ACRES) = 59.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 59.3 PEAK FLOW RATE(CFS) = 44.01
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2406.0 FT WITH ELEVATION-DROP = 3.6 FT, IS 25.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 94.00 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 94.00 = 8674.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 94.00 TO NODE 94.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
Date: 04/17/2025 File name: CSTAN25.RES Page 30
============================================================================ UPSTREAM ELEVATION(FEET) = 1.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 44.80 ***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) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.70
STREET FLOW TRAVEL TIME(MIN.) = 3.98 Tc(MIN.) = 88.72
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 0.947
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) = 1.58
EFFECTIVE AREA(ACRES) = 61.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 61.5 PEAK FLOW RATE(CFS) = 44.26
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.69 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 94.10 = 9274.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 94.10 TO NODE 90.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.60 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 CHANNEL SLOPE = 0.0020 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 5.00
CHANNEL FLOW THRU SUBAREA(CFS) = 44.26
FLOW VELOCITY(FEET/SEC.) = 4.93 FLOW DEPTH(FEET) = 1.24 TRAVEL TIME(MIN.) = 4.40 Tc(MIN.) = 93.11
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 90.00 = 10574.00 FEET. **************************************************************************** Date: 04/17/2025 File name: CSTAN25.RES Page 31
FLOW PROCESS FROM NODE 33.00 TO NODE 90.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 93.11
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 0.922
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 0.80 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) = 0.80 SUBAREA RUNOFF(CFS) = 0.56
EFFECTIVE AREA(ACRES) = 62.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 62.3 PEAK FLOW RATE(CFS) = 44.26
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** 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 3 ARE:

TIME OF CONCENTRATION(MIN.) = 93.11
RAINFALL INTENSITY(INCH/HR) = 0.92
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 62.30
TOTAL STREAM AREA(ACRES) = 62.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.26
**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 399.00 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) = 1.80 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.062
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.408
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 3.00 0.30 0.200 56 17.06
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 6.34
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 6.34
**************************************************************************** FLOW PROCESS FROM NODE 399.00 TO NODE 402.00 IS CODE = 61 Date: 04/17/2025 File name: CSTAN25.RES Page 32
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 900.00 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) = 15.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 22.45
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.72
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94
STREET FLOW TRAVEL TIME(MIN.) = 8.71 Tc(MIN.) = 25.77
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.907
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 10.70 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) = 10.70 SUBAREA RUNOFF(CFS) = 18.07 EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 13.7 PEAK FLOW RATE(CFS) = 23.06
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 26.31 FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 402.00 = 1800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.38 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 600.00 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) = 31.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

Date: 04/17/2025 File name: CSTAN25.RES Page 33
STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 23.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.86
STREET FLOW TRAVEL TIME(MIN.) = 2.99 Tc(MIN.) = 28.76
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.792
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) = 17.29 EFFECTIVE AREA(ACRES) = 24.60 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 24.6 PEAK FLOW RATE(CFS) = 38.93
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 25.12 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC.) = 2.07 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 403.00 = 2400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 406.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.45 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 725.00 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) = 45.38 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) = 0.75
HALFSTREET FLOOD WIDTH(FEET) = 34.17
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.67
STREET FLOW TRAVEL TIME(MIN.) = 5.39 Tc(MIN.) = 34.15
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.626
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 9.90 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) = 9.90 SUBAREA RUNOFF(CFS) = 12.88
Date: 04/17/2025 File name: CSTAN25.RES Page 34
EFFECTIVE AREA(ACRES) = 34.50 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 34.5 PEAK FLOW RATE(CFS) = 48.14
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 34.99 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 406.00 = 3125.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 90.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 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) = 48.14 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) = 34.99
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.72
STREET FLOW TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 37.82
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.535
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 34.50 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 34.5 PEAK FLOW RATE(CFS) = 48.14
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 34.99 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 90.00 = 3625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE:

TIME OF CONCENTRATION(MIN.) = 37.82
Date: 04/17/2025 File name: CSTAN25.RES Page 35
RAINFALL INTENSITY(INCH/HR) = 1.53
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.25
EFFECTIVE STREAM AREA(ACRES) = 34.50
TOTAL STREAM AREA(ACRES) = 34.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.14
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 142.07 19.47 2.235 0.30( 0.12) 0.40 66.6 23.00
1 174.86 41.90 1.448 0.30( 0.14) 0.45 140.9 18.00
1 172.22 47.44 1.350 0.30( 0.14) 0.46 150.9 8.00
1 162.01 55.42 1.236 0.30( 0.14) 0.46 157.7 1.00
1 147.08 69.57 1.087 0.30( 0.14) 0.46 166.9 3.00
2 42.00 65.12 1.128 0.30( 0.15) 0.50 47.7 31.00
3 44.26 93.11 0.922 0.30( 0.15) 0.50 62.3 26.00
4 48.14 37.82 1.535 0.30( 0.08) 0.25 34.5 42.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 4 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 230.45 19.47 2.235 0.30( 0.12) 0.40 111.6 23.00
2 283.15 37.82 1.535 0.30( 0.13) 0.43 214.9 42.00
3 289.47 41.90 1.448 0.30( 0.13) 0.44 234.1 18.00
4 286.81 47.44 1.350 0.30( 0.13) 0.44 251.9 8.00
5 277.04 55.42 1.236 0.30( 0.13) 0.44 269.9 1.00
6 267.74 65.12 1.128 0.30( 0.13) 0.45 289.8 31.00
7 260.80 69.57 1.087 0.30( 0.13) 0.45 295.6 3.00
8 226.74 93.11 0.922 0.30( 0.14) 0.45 311.4 26.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 289.47 Tc(MIN.) = 41.90
EFFECTIVE AREA(ACRES) = 234.12 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 311.4
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 90.00 = 10574.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 407.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.66 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 658.00 CHANNEL SLOPE = 0.0010 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 289.47
FLOW VELOCITY(FEET/SEC.) = 4.49 FLOW DEPTH(FEET) = 4.02 TRAVEL TIME(MIN.) = 2.44 Tc(MIN.) = 44.35
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 407.00 = 11232.00 FEET. **************************************************************************** Date: 04/17/2025 File name: CSTAN25.RES Page 36
FLOW PROCESS FROM NODE 48.00 TO NODE 407.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 44.35
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.402
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) = 5.30
EFFECTIVE AREA(ACRES) = 238.82 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 316.1 PEAK FLOW RATE(CFS) = 289.47
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 408.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.50 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 497.00 CHANNEL SLOPE = 0.0010 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 289.47
FLOW VELOCITY(FEET/SEC.) = 4.50 FLOW DEPTH(FEET) = 4.02 TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 46.19
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 408.00 = 11729.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 408.00 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.) = 46.19
RAINFALL INTENSITY(INCH/HR) = 1.37
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 238.82
TOTAL STREAM AREA(ACRES) = 316.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 289.47
**************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 409.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 943.00
ELEVATION DATA: UPSTREAM(FEET) = 3.18 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: CSTAN25.RES Page 37
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.801
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.279
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 18.80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.92
TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 10.92
**************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 408.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.90 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 15.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 23.93
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.55
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89
STREET FLOW TRAVEL TIME(MIN.) = 6.44 Tc(MIN.) = 25.24
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.930
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 6.00 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) = 6.00 SUBAREA RUNOFF(CFS) = 9.61
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) = 18.74
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 25.68 FLOW VELOCITY(FEET/SEC.) = 1.62 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 409.00 TO NODE 408.00 = 1543.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 408.00 IS CODE = 1 Date: 04/17/2025 File name: CSTAN25.RES Page 38
---------------------------------------------------------------------------- >>>>>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.) = 25.24
RAINFALL INTENSITY(INCH/HR) = 1.93
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 11.70
TOTAL STREAM AREA(ACRES) = 11.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.74
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 230.45 24.03 1.984 0.30( 0.12) 0.41 116.3 23.00
1 283.15 42.14 1.444 0.30( 0.13) 0.43 219.6 42.00
1 289.47 46.19 1.370 0.30( 0.13) 0.44 238.8 18.00
1 286.81 51.73 1.285 0.30( 0.13) 0.44 256.6 8.00
1 277.04 59.76 1.185 0.30( 0.13) 0.45 274.6 1.00
1 267.74 69.50 1.088 0.30( 0.13) 0.45 294.5 31.00
1 260.80 73.98 1.050 0.30( 0.13) 0.45 300.3 3.00
1 226.74 97.70 0.897 0.30( 0.14) 0.45 316.1 26.00
2 18.74 25.24 1.930 0.30( 0.15) 0.50 11.7 409.00

PEAK FLOW RATE(CFS) = 302.32 Tc(MIN.) = 46.19
EFFECTIVE AREA(ACRES) = 250.52 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 327.8
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 408.00 = 11729.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 410.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.38 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: CSTAN25.RES Page 39
CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0010 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 302.32
FLOW VELOCITY(FEET/SEC.) = 6.19 FLOW DEPTH(FEET) = 3.28 TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 47.21
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 410.00 = 12109.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 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.) = 47.21
RAINFALL INTENSITY(INCH/HR) = 1.35
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 250.52
TOTAL STREAM AREA(ACRES) = 327.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 302.32
**************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 412.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 961.00
ELEVATION DATA: UPSTREAM(FEET) = 0.89 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 24.530
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.961
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 4.20 0.30 0.500 56 24.53
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 6.84
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 6.84
**************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 410.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 28.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: CSTAN25.RES Page 40
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) = 11.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 22.87
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.23
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68
STREET FLOW TRAVEL TIME(MIN.) = 10.85 Tc(MIN.) = 35.38
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.594
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) = 9.10
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) = 14.55
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 25.21 FLOW VELOCITY(FEET/SEC.) = 1.30 DEPTH*VELOCITY(FT*FT/SEC.) = 0.77 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 410.00 = 1761.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 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.) = 35.38
RAINFALL INTENSITY(INCH/HR) = 1.59
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 11.20
TOTAL STREAM AREA(ACRES) = 11.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.55
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 248.83 25.12 1.935 0.30( 0.12) 0.41 127.4 23.00
1 252.68 26.31 1.884 0.30( 0.12) 0.42 134.9 409.00
1 296.77 43.16 1.424 0.30( 0.13) 0.43 231.3 42.00
1 302.32 47.21 1.354 0.30( 0.13) 0.44 250.5 18.00
1 298.77 52.76 1.271 0.30( 0.13) 0.44 268.3 8.00
1 287.93 60.80 1.173 0.30( 0.13) 0.45 286.3 1.00
1 277.61 70.55 1.078 0.30( 0.13) 0.45 306.2 31.00
1 270.27 75.04 1.041 0.30( 0.14) 0.45 312.0 3.00
Date: 04/17/2025 File name: CSTAN25.RES Page 41
1 234.60 98.80 0.891 0.30( 0.14) 0.45 327.8 26.00
2 14.55 35.38 1.594 0.30( 0.15) 0.50 11.2 51.00

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
1 261.61 25.12 1.935 0.30( 0.13) 0.42 135.4 23.00
2 265.69 26.31 1.884 0.30( 0.13) 0.42 143.2 409.00
3 290.95 35.38 1.594 0.30( 0.13) 0.43 197.9 51.00
4 309.61 43.16 1.424 0.30( 0.13) 0.44 242.5 42.00
5 314.45 47.21 1.354 0.30( 0.13) 0.44 261.7 18.00
6 310.07 52.76 1.271 0.30( 0.13) 0.45 279.5 8.00
7 298.24 60.80 1.173 0.30( 0.13) 0.45 297.5 1.00
8 286.97 70.55 1.078 0.30( 0.14) 0.45 317.4 31.00
9 279.26 75.04 1.041 0.30( 0.14) 0.45 323.2 3.00
10 242.08 98.80 0.891 0.30( 0.14) 0.46 339.0 26.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 314.45 Tc(MIN.) = 47.21
EFFECTIVE AREA(ACRES) = 261.72 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 339.0
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 410.00 = 12109.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 414.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.60 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 601.00 CHANNEL SLOPE = 0.0010 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 314.45
FLOW VELOCITY(FEET/SEC.) = 4.58 FLOW DEPTH(FEET) = 4.21 TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 49.40
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 414.00 = 12710.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 414.00 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.) = 49.40
RAINFALL INTENSITY(INCH/HR) = 1.32
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 261.72
TOTAL STREAM AREA(ACRES) = 339.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 314.45
Date: 04/17/2025 File name: CSTAN25.RES Page 42
**************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 413.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 612.00
ELEVATION DATA: UPSTREAM(FEET) = 0.92 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.588
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.294
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 18.59
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.14
TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 7.14
**************************************************************************** FLOW PROCESS FROM NODE 413.00 TO NODE 414.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.64 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 425.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 28.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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) = 10.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.64
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.42
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73
STREET FLOW TRAVEL TIME(MIN.) = 5.00 Tc(MIN.) = 23.58
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.005
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 4.40 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) = 4.40 SUBAREA RUNOFF(CFS) = 7.35
EFFECTIVE AREA(ACRES) = 8.10 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.1 PEAK FLOW RATE(CFS) = 13.52
Date: 04/17/2025 File name: CSTAN25.RES Page 43
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.57 FLOW VELOCITY(FEET/SEC.) = 1.49 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 53.00 TO NODE 414.00 = 1037.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 414.00 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.) = 23.58
RAINFALL INTENSITY(INCH/HR) = 2.00
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 8.10
TOTAL STREAM AREA(ACRES) = 8.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.52
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 261.61 27.42 1.841 0.30( 0.13) 0.42 135.4 23.00
1 265.69 28.60 1.797 0.30( 0.13) 0.42 143.2 409.00
1 290.95 37.61 1.539 0.30( 0.13) 0.43 197.9 51.00
1 309.61 45.36 1.385 0.30( 0.13) 0.44 242.5 42.00
1 314.45 49.40 1.319 0.30( 0.13) 0.44 261.7 18.00
1 310.07 54.96 1.242 0.30( 0.13) 0.45 279.5 8.00
1 298.24 63.02 1.149 0.30( 0.13) 0.45 297.5 1.00
1 286.97 72.79 1.059 0.30( 0.14) 0.45 317.4 31.00
1 279.26 77.30 1.024 0.30( 0.14) 0.45 323.2 3.00
1 242.08 101.15 0.879 0.30( 0.14) 0.46 339.0 26.00
2 13.52 23.58 2.005 0.30( 0.15) 0.50 8.1 53.00

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
1 260.05 23.58 2.005 0.30( 0.13) 0.42 124.6 53.00
2 273.93 27.42 1.841 0.30( 0.13) 0.42 143.5 23.00
3 277.70 28.60 1.797 0.30( 0.13) 0.42 151.3 409.00
4 301.08 37.61 1.539 0.30( 0.13) 0.43 206.0 51.00
5 318.61 45.36 1.385 0.30( 0.13) 0.44 250.6 42.00
6 322.97 49.40 1.319 0.30( 0.13) 0.44 269.8 18.00
7 318.03 54.96 1.242 0.30( 0.13) 0.45 287.6 8.00
8 305.53 63.02 1.149 0.30( 0.13) 0.45 305.6 1.00
9 293.60 72.79 1.059 0.30( 0.14) 0.45 325.5 31.00
10 285.63 77.30 1.024 0.30( 0.14) 0.45 331.3 3.00
11 247.39 101.15 0.879 0.30( 0.14) 0.46 347.1 26.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 322.97 Tc(MIN.) = 49.40
Date: 04/17/2025 File name: CSTAN25.RES Page 44
EFFECTIVE AREA(ACRES) = 269.82 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 347.1
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 414.00 = 12710.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 417.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.81 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 814.00 CHANNEL SLOPE = 0.0010 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 322.97
FLOW VELOCITY(FEET/SEC.) = 4.61 FLOW DEPTH(FEET) = 4.27 TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 52.34
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 417.00 = 13524.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 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.) = 52.34
RAINFALL INTENSITY(INCH/HR) = 1.28
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 269.82
TOTAL STREAM AREA(ACRES) = 347.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 322.97
**************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 416.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 919.00
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.) = 21.876
* 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 6.50 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) = 11.36
TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 11.36
Date: 04/17/2025 File name: CSTAN25.RES Page 45
**************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 417.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.03 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1233.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 19.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 25.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.69
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 12.17 Tc(MIN.) = 34.05
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.629
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 11.80 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) = 11.80 SUBAREA RUNOFF(CFS) = 15.70 EFFECTIVE AREA(ACRES) = 18.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 18.3 PEAK FLOW RATE(CFS) = 24.35
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 27.98 FLOW VELOCITY(FEET/SEC.) = 1.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 57.00 TO NODE 417.00 = 2152.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 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.) = 34.05
RAINFALL INTENSITY(INCH/HR) = 1.63
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 18.30
TOTAL STREAM AREA(ACRES) = 18.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.35
Date: 04/17/2025 File name: CSTAN25.RES Page 46
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 260.05 26.71 1.869 0.30( 0.13) 0.42 124.6 53.00
1 273.93 30.50 1.733 0.30( 0.13) 0.42 143.5 23.00
1 277.70 31.67 1.697 0.30( 0.13) 0.42 151.3 409.00
1 301.08 40.61 1.474 0.30( 0.13) 0.43 206.0 51.00
1 318.61 48.32 1.336 0.30( 0.13) 0.44 250.6 42.00
1 322.97 52.34 1.277 0.30( 0.13) 0.44 269.8 18.00
1 318.03 57.91 1.206 0.30( 0.13) 0.45 287.6 8.00
1 305.53 66.01 1.120 0.30( 0.13) 0.45 305.6 1.00
1 293.60 75.81 1.035 0.30( 0.14) 0.45 325.5 31.00
1 285.63 80.34 1.002 0.30( 0.14) 0.45 331.3 3.00
1 247.39 104.32 0.864 0.30( 0.14) 0.46 347.1 26.00
2 24.35 34.05 1.629 0.30( 0.15) 0.50 18.3 57.00

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
1 282.25 26.71 1.869 0.30( 0.13) 0.43 138.9 53.00
2 297.29 30.50 1.733 0.30( 0.13) 0.43 159.9 23.00
3 301.39 31.67 1.697 0.30( 0.13) 0.43 168.3 409.00
4 308.27 34.05 1.629 0.30( 0.13) 0.43 184.1 57.00
5 322.89 40.61 1.474 0.30( 0.13) 0.44 224.3 51.00
6 338.15 48.32 1.336 0.30( 0.13) 0.44 268.9 42.00
7 341.53 52.34 1.277 0.30( 0.13) 0.45 288.1 18.00
8 335.42 57.91 1.206 0.30( 0.14) 0.45 305.9 8.00
9 321.50 66.01 1.120 0.30( 0.14) 0.45 323.9 1.00
10 308.18 75.81 1.035 0.30( 0.14) 0.46 343.8 31.00
11 299.66 80.34 1.002 0.30( 0.14) 0.46 349.6 3.00
12 259.15 104.32 0.864 0.30( 0.14) 0.46 365.4 26.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 341.53 Tc(MIN.) = 52.34
EFFECTIVE AREA(ACRES) = 288.12 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 365.4
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 417.00 = 13524.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 418.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.90 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL SLOPE = 0.0020 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 341.53
FLOW VELOCITY(FEET/SEC.) = 8.20 FLOW DEPTH(FEET) = 2.90 TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 53.26
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 418.00 = 13974.00 FEET.

Date: 04/17/2025 File name: CSTAN25.RES Page 47
**************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 500.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 633.00
ELEVATION DATA: UPSTREAM(FEET) = 1.27 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.898
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.705
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 4.10 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) = 9.87
TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 9.87
**************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 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) = 1408.00 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) = 32.97 ***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.) = 2.42
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.61
STREET FLOW TRAVEL TIME(MIN.) = 9.69 Tc(MIN.) = 23.59
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.005
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 27.00 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) = 27.00 SUBAREA RUNOFF(CFS) = 45.07 EFFECTIVE AREA(ACRES) = 31.10 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 31.1 PEAK FLOW RATE(CFS) = 52.36
Date: 04/17/2025 File name: CSTAN25.RES Page 48
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY(FT*FT/SEC.) = 2.25 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1408.0 FT WITH ELEVATION-DROP = 2.8 FT, IS 44.0 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 501.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 501.00 = 2041.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 501.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 23.59
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.005
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 20.20 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) = 20.20 SUBAREA RUNOFF(CFS) = 33.72 EFFECTIVE AREA(ACRES) = 51.30 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 51.3 PEAK FLOW RATE(CFS) = 86.08
**************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 503.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 5.18 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 2592.00 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) = 109.50 ***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) = 1.02
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.93
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.01
STREET FLOW TRAVEL TIME(MIN.) = 10.99 Tc(MIN.) = 34.58
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.614
Date: 04/17/2025 File name: CSTAN25.RES Page 49
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 35.40 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) = 35.40 SUBAREA RUNOFF(CFS) = 46.66 EFFECTIVE AREA(ACRES) = 86.70 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 86.7 PEAK FLOW RATE(CFS) = 114.71
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.04 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.00 DEPTH*VELOCITY(FT*FT/SEC.) = 4.16 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2592.0 FT WITH ELEVATION-DROP = 5.2 FT, IS 49.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 503.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 503.00 = 4633.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 503.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 34.58
* 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
SCHOOL B 15.20 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) = 15.20 SUBAREA RUNOFF(CFS) = 19.62 EFFECTIVE AREA(ACRES) = 101.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 101.9 PEAK FLOW RATE(CFS) = 134.33
**************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 505.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 5.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 2544.00 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) = 156.64 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

Date: 04/17/2025 File name: CSTAN25.RES Page 50
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) = 1.19
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.53
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 5.39
STREET FLOW TRAVEL TIME(MIN.) = 9.35 Tc(MIN.) = 43.94
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.410
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 39.30 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) = 39.30 SUBAREA RUNOFF(CFS) = 44.56 EFFECTIVE AREA(ACRES) = 141.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 141.2 PEAK FLOW RATE(CFS) = 160.13
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.20 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.58 DEPTH*VELOCITY(FT*FT/SEC.) = 5.49 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2544.0 FT WITH ELEVATION-DROP = 5.1 FT, IS 55.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 505.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 505.00 = 7177.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 506.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.40 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1702.00 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) = 167.60 ***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) = 1.23
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.65
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 5.70
Date: 04/17/2025 File name: CSTAN25.RES Page 51
STREET FLOW TRAVEL TIME(MIN.) = 6.10 Tc(MIN.) = 50.03
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.310
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 14.70 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) = 14.70 SUBAREA RUNOFF(CFS) = 14.95 EFFECTIVE AREA(ACRES) = 155.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 155.9 PEAK FLOW RATE(CFS) = 162.37
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.21 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.59 DEPTH*VELOCITY(FT*FT/SEC.) = 5.55 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 506.00 = 8879.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 507.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.76 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1381.00 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) = 164.76 ***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.

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

STREET FLOW DEPTH(FEET) = 1.22
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 5.62
STREET FLOW TRAVEL TIME(MIN.) = 4.98 Tc(MIN.) = 55.01
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.241
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 4.50 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) = 4.50 SUBAREA RUNOFF(CFS) = 4.78
EFFECTIVE AREA(ACRES) = 160.40 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 160.4 PEAK FLOW RATE(CFS) = 162.37
Date: 04/17/2025 File name: CSTAN25.RES Page 52
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.21 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.59 DEPTH*VELOCITY(FT*FT/SEC.) = 5.55 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 507.00 = 10260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.10 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) = 200.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.43
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 162.37
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 55.53
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 507.10 = 10460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 507.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 55.53
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.235
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 34.60 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) = 34.60 SUBAREA RUNOFF(CFS) = 33.78 EFFECTIVE AREA(ACRES) = 195.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 195.0 PEAK FLOW RATE(CFS) = 190.38
**************************************************************************** FLOW PROCESS FROM NODE 507.10 TO NODE 507.10 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.) = 55.53
RAINFALL INTENSITY(INCH/HR) = 1.23
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 195.00
TOTAL STREAM AREA(ACRES) = 195.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 190.38
**************************************************************************** Date: 04/17/2025 File name: CSTAN25.RES Page 53
FLOW PROCESS FROM NODE 57.00 TO NODE 507.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 3189.00
ELEVATION DATA: UPSTREAM(FEET) = 6.38 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 33.976
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.631
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 32.90 0.30 0.500 56 33.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 43.84
TOTAL AREA(ACRES) = 32.90 PEAK FLOW RATE(CFS) = 43.84
**************************************************************************** FLOW PROCESS FROM NODE 507.20 TO NODE 507.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.75 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.84
PIPE TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 35.79
LONGEST FLOWPATH FROM NODE 57.00 TO NODE 507.10 = 3689.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 507.10 TO NODE 507.10 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.) = 35.79
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) = 32.90
TOTAL STREAM AREA(ACRES) = 32.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.84
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 190.38 55.53 1.235 0.30( 0.15) 0.50 195.0 50.00
2 43.84 35.79 1.583 0.30( 0.15) 0.50 32.9 57.00
Date: 04/17/2025 File name: CSTAN25.RES Page 54

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
1 205.97 35.79 1.583 0.30( 0.15) 0.50 158.6 57.00
2 223.56 55.53 1.235 0.30( 0.15) 0.50 227.9 50.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 223.56 Tc(MIN.) = 55.53
EFFECTIVE AREA(ACRES) = 227.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 227.9
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 507.10 = 10460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 507.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 55.53
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.235
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 9.00 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) = 9.00 SUBAREA RUNOFF(CFS) = 9.39
EFFECTIVE AREA(ACRES) = 236.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 236.9 PEAK FLOW RATE(CFS) = 231.90
**************************************************************************** FLOW PROCESS FROM NODE 507.10 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.94 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 625.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 84.0 INCH PIPE IS 67.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.96
ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 231.90
PIPE TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 57.03
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 508.00 = 11085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 508.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 57.03
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.216
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: CSTAN25.RES Page 55
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 3.10 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) = 3.10 SUBAREA RUNOFF(CFS) = 3.23
EFFECTIVE AREA(ACRES) = 240.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 240.0 PEAK FLOW RATE(CFS) = 231.90
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 508.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 57.03
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.216
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 4.74 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) = 4.74 SUBAREA RUNOFF(CFS) = 4.87
EFFECTIVE AREA(ACRES) = 244.74 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 244.7 PEAK FLOW RATE(CFS) = 236.06
**************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 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.) = 57.03
RAINFALL INTENSITY(INCH/HR) = 1.22
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.48
EFFECTIVE STREAM AREA(ACRES) = 244.74
TOTAL STREAM AREA(ACRES) = 244.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 236.06
**************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN.) = 92.72 RAINFALL INTENSITY(INCH/HR) = 0.92
EFFECTIVE AREA(ACRES) = 5116.00
TOTAL AREA(ACRES) = 6249.00 PEAK FLOW RATE(CFS) = 5202.00 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES.

Date: 04/17/2025 File name: CSTAN25.RES Page 56
**************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 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.) = 92.72
RAINFALL INTENSITY(INCH/HR) = 0.92
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
EFFECTIVE STREAM AREA(ACRES) = 5116.00
TOTAL STREAM AREA(ACRES) = 6249.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5202.00
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 221.72 37.30 1.547 0.30( 0.14) 0.48 175.4 57.00
1 236.06 57.03 1.216 0.30( 0.14) 0.48 244.7 50.00
2 5202.00 92.72 0.924 0.30( 0.13) 0.42 5116.0 508.00

PEAK FLOW RATE(CFS) = 5373.62 Tc(MIN.) = 92.72
EFFECTIVE AREA(ACRES) = 5360.74 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 6493.7
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 508.00 = 11085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 510.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.80 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 CHANNEL SLOPE = 0.0025 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
==>>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.

Date: 04/17/2025 File name: CSTAN25.RES Page 57
CHANNEL FLOW THRU SUBAREA(CFS) = 5373.62
FLOW VELOCITY(FEET/SEC.) = 19.90 FLOW DEPTH(FEET) = 10.00 TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 93.64
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 510.00 = 12185.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 510.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 93.64
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 0.919
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.10 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) = 8.10 SUBAREA RUNOFF(CFS) = 6.26
EFFECTIVE AREA(ACRES) = 5368.84 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 6501.8 PEAK FLOW RATE(CFS) = 5373.62 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.78 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0025 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
==>>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) = 5373.62
FLOW VELOCITY(FEET/SEC.) = 19.90 FLOW DEPTH(FEET) = 10.00 TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 94.23
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 511.00 = 12885.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 510.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Date: 04/17/2025 File name: CSTAN25.RES Page 58
============================================================================ 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 9.60 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) = 17.97
TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) = 17.97
**************************************************************************** FLOW PROCESS FROM NODE 510.20 TO NODE 510.30 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.98 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 28.02 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.67 FLOOD WIDTH(FEET) = 30.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.14
SPLIT DEPTH(FEET) = 0.60 SPLIT FLOOD WIDTH(FEET) = 25.68 SPLIT FLOW(CFS) = 11.27 SPLIT VELOCITY(FEET/SEC.) = 1.94 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) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.44
STREET FLOW TRAVEL TIME(MIN.) = 7.18 Tc(MIN.) = 26.72
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.868
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 13.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
Date: 04/17/2025 File name: CSTAN25.RES Page 59
SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 20.10 EFFECTIVE AREA(ACRES) = 22.60 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.6 PEAK FLOW RATE(CFS) = 34.94
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 2.17 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 920.0 FT WITH ELEVATION-DROP = 2.0 FT, IS 23.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 510.30 LONGEST FLOWPATH FROM NODE 63.00 TO NODE 510.30 = 1720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.30 TO NODE 510.30 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.) = 26.72
RAINFALL INTENSITY(INCH/HR) = 1.87
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 22.60
TOTAL STREAM AREA(ACRES) = 22.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.94
**************************************************************************** FLOW PROCESS FROM NODE 65.10 TO NODE 510.40 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 850.00
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.) = 17.880
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.345
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 17.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 13.16
TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) = 13.16
**************************************************************************** FLOW PROCESS FROM NODE 510.40 TO NODE 510.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.45 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 202.26 MANNING'S N = 0.013
Date: 04/17/2025 File name: CSTAN25.RES Page 60
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.30
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.16
PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 18.41
LONGEST FLOWPATH FROM NODE 65.10 TO NODE 510.30 = 1052.26 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.30 TO NODE 510.30 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.) = 18.41
RAINFALL INTENSITY(INCH/HR) = 2.31
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.20
EFFECTIVE STREAM AREA(ACRES) = 6.40
TOTAL STREAM AREA(ACRES) = 6.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.16
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 34.94 26.72 1.868 0.30( 0.15) 0.50 22.6 63.00
2 13.16 18.41 2.306 0.30( 0.06) 0.20 6.4 65.10

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 43.38 18.41 2.306 0.30( 0.12) 0.41 22.0 65.10
2 45.54 26.72 1.868 0.30( 0.13) 0.43 29.0 63.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 45.54 Tc(MIN.) = 26.72
EFFECTIVE AREA(ACRES) = 29.00 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 29.0
LONGEST FLOWPATH FROM NODE 63.00 TO NODE 510.30 = 1720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.30 TO NODE 511.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.42 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 71.68 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.79
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.54
Date: 04/17/2025 File name: CSTAN25.RES Page 61
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 26.88
LONGEST FLOWPATH FROM NODE 63.00 TO NODE 511.00 = 1791.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 26.88
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.862
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) = 8.32
EFFECTIVE AREA(ACRES) = 34.40 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 34.4 PEAK FLOW RATE(CFS) = 53.52
**************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 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 53.37 18.57 2.295 0.30( 0.13) 0.43 27.4 65.10
2 53.52 26.88 1.862 0.30( 0.13) 0.44 34.4 63.00
LONGEST FLOWPATH FROM NODE 63.00 TO NODE 511.00 = 1791.68 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3950.27 39.04 1.507 0.30( 0.13) 0.43 2241.4 57.00
2 4610.18 58.70 1.197 0.30( 0.13) 0.43 3399.4 50.00
3 5373.62 94.23 0.915 0.30( 0.13) 0.43 5368.8 508.00
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 511.00 = 12885.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3005.84 18.57 2.295 0.30( 0.13) 0.43 1093.5 65.10
2 3472.36 26.88 1.862 0.30( 0.13) 0.43 1577.6 63.00
3 3992.81 39.04 1.507 0.30( 0.13) 0.43 2275.8 57.00
4 4643.10 58.70 1.197 0.30( 0.13) 0.43 3433.8 50.00
5 5397.84 94.23 0.915 0.30( 0.13) 0.43 5403.2 508.00
TOTAL AREA(ACRES) = 6536.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 5397.84 Tc(MIN.) = 94.227
EFFECTIVE AREA(ACRES) = 5403.24 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 6536.2
Date: 04/17/2025 File name: CSTAN25.RES Page 62
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 511.00 = 12885.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.80 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL SLOPE = 0.0043 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 5397.84
FLOW VELOCITY(FEET/SEC.) = 22.69 FLOW DEPTH(FEET) = 9.21 TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 94.70
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 512.00 = 13535.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 512.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1495.00
ELEVATION DATA: UPSTREAM(FEET) = 5.12 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.770
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.281
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 11.60 0.30 0.200 56 18.77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 11.60 INITIAL SUBAREA RUNOFF(CFS) = 23.19 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 94.70
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 0.913
SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 8.90
EFFECTIVE AREA(ACRES) = 5414.84 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 6547.8 PEAK FLOW RATE(CFS) = 5397.84 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
Date: 04/17/2025 File name: CSTAN25.RES Page 63
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 94.70
RAINFALL INTENSITY(INCH/HR) = 0.91
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.43
EFFECTIVE STREAM AREA(ACRES) = 5414.84
TOTAL STREAM AREA(ACRES) = 6547.84
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5397.84
**************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 516.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 501.00
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.) = 12.670
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.850
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 12.67
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 10.66
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 10.66
**************************************************************************** FLOW PROCESS FROM NODE 516.00 TO NODE 517.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1050.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 66.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 61.00 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) = 17.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 27.53
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.34
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85
STREET FLOW TRAVEL TIME(MIN.) = 13.03 Tc(MIN.) = 25.70
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.910
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: CSTAN25.RES Page 64

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.50 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) = 8.50 SUBAREA RUNOFF(CFS) = 14.15
EFFECTIVE AREA(ACRES) = 12.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 21.26
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 29.47 FLOW VELOCITY(FEET/SEC.) = 1.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 517.00 = 1551.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 517.00 TO NODE 512.00 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) = 405.00 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) = 23.16 ***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.) = 2.25
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.31
STREET FLOW TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = 28.70
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.794
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.40 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) = 2.40 SUBAREA RUNOFF(CFS) = 3.81
EFFECTIVE AREA(ACRES) = 15.10 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 15.1 PEAK FLOW RATE(CFS) = 23.75
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 512.00 = 1956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 67.00 TO NODE 512.00 IS CODE = 81 Date: 04/17/2025 File name: CSTAN25.RES Page 65
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.70
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.794
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 5.50 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) = 5.50 SUBAREA RUNOFF(CFS) = 8.73
EFFECTIVE AREA(ACRES) = 20.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 20.6 PEAK FLOW RATE(CFS) = 32.48
**************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 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.) = 28.70
RAINFALL INTENSITY(INCH/HR) = 1.79
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.14
EFFECTIVE STREAM AREA(ACRES) = 20.60
TOTAL STREAM AREA(ACRES) = 20.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.48
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3005.84 19.12 2.257 0.30( 0.13) 0.42 1105.1 65.10
1 3472.36 27.41 1.841 0.30( 0.13) 0.43 1589.2 63.00
1 3992.81 39.56 1.496 0.30( 0.13) 0.43 2287.4 57.00
1 4643.10 59.20 1.191 0.30( 0.13) 0.43 3445.4 50.00
1 5397.84 94.70 0.913 0.30( 0.13) 0.43 5414.8 508.00
2 32.48 28.70 1.794 0.30( 0.04) 0.14 20.6 44.00

PEAK FLOW RATE(CFS) = 5413.97 Tc(MIN.) = 94.70
Date: 04/17/2025 File name: CSTAN25.RES Page 66
EFFECTIVE AREA(ACRES) = 5435.44 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 6568.4
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 512.00 = 13535.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.00 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1536.00 CHANNEL SLOPE = 0.0039 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 5413.97
FLOW VELOCITY(FEET/SEC.) = 21.89 FLOW DEPTH(FEET) = 9.45 TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 95.87
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 513.00 = 15071.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 513.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 95.87
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 0.906
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 5.10 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) = 5.10 SUBAREA RUNOFF(CFS) = 3.82
EFFECTIVE AREA(ACRES) = 5440.54 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 6573.5 PEAK FLOW RATE(CFS) = 5413.97 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.10 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.13 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL SLOPE = 0.0025 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
==>>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) = 5413.97
FLOW VELOCITY(FEET/SEC.) = 20.05 FLOW DEPTH(FEET) = 10.00 Date: 04/17/2025 File name: CSTAN25.RES Page 67
TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 96.25
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 513.10 = 15521.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 518.00 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 10.60 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) = 19.31
TOTAL AREA(ACRES) = 10.60 PEAK FLOW RATE(CFS) = 19.31
**************************************************************************** FLOW PROCESS FROM NODE 518.00 TO NODE 519.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.25 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) = 25.50 ***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.) = 2.34
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40
STREET FLOW TRAVEL TIME(MIN.) = 6.40 Tc(MIN.) = 26.83
* 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 8.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
Date: 04/17/2025 File name: CSTAN25.RES Page 68
SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 12.34
EFFECTIVE AREA(ACRES) = 18.60 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 18.6 PEAK FLOW RATE(CFS) = 28.69
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 519.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 520.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1900.00 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) = 52.61 ***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.) = 3.13
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.33
STREET FLOW TRAVEL TIME(MIN.) = 10.10 Tc(MIN.) = 36.94
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.555
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 37.60 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) = 37.60 SUBAREA RUNOFF(CFS) = 47.56 EFFECTIVE AREA(ACRES) = 56.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 56.2 PEAK FLOW RATE(CFS) = 71.08
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.83 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT*FT/SEC.) = 2.92 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1900.0 FT WITH ELEVATION-DROP = 4.8 FT, IS 58.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 520.00 Date: 04/17/2025 File name: CSTAN25.RES Page 69
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 520.00 = 3800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.25 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) = 77.76 ***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.

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.) = 3.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.13
STREET FLOW TRAVEL TIME(MIN.) = 5.91 Tc(MIN.) = 42.85
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.430
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 11.60 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) = 11.60 SUBAREA RUNOFF(CFS) = 13.36 EFFECTIVE AREA(ACRES) = 67.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 67.8 PEAK FLOW RATE(CFS) = 78.10
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY(FT*FT/SEC.) = 3.14 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 521.00 = 5100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 521.00 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.) = 42.85
RAINFALL INTENSITY(INCH/HR) = 1.43
Date: 04/17/2025 File name: CSTAN25.RES Page 70
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 67.80
TOTAL STREAM AREA(ACRES) = 67.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.10
**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 522.00 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.) = 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 7.60 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) = 13.91
TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 13.91
**************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 523.00 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) = 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) = 19.64 ***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.) = 1.18
STREET FLOW TRAVEL TIME(MIN.) = 4.72 Tc(MIN.) = 24.99
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.940
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: CSTAN25.RES Page 71

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.10 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) = 7.10 SUBAREA RUNOFF(CFS) = 11.44
EFFECTIVE AREA(ACRES) = 14.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 14.7 PEAK FLOW RATE(CFS) = 23.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 523.00 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 523.00 TO NODE 524.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.63 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 650.00 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) = 27.18 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.41
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.46
STREET FLOW TRAVEL TIME(MIN.) = 4.49 Tc(MIN.) = 29.48
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.767
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) = 6.99
EFFECTIVE AREA(ACRES) = 19.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 19.5 PEAK FLOW RATE(CFS) = 28.38
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.) = 1.51 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 524.00 = 2250.00 FEET. **************************************************************************** Date: 04/17/2025 File name: CSTAN25.RES Page 72
FLOW PROCESS FROM NODE 524.00 TO NODE 521.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 6.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 2700.00 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) = 40.57 ***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.) = 2.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.93
STREET FLOW TRAVEL TIME(MIN.) = 15.96 Tc(MIN.) = 45.45
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.383
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 21.80 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) = 21.80 SUBAREA RUNOFF(CFS) = 24.19 EFFECTIVE AREA(ACRES) = 41.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 41.3 PEAK FLOW RATE(CFS) = 45.83
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY(FT*FT/SEC.) = 2.11 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 521.00 = 4950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 521.00 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.) = 45.45
RAINFALL INTENSITY(INCH/HR) = 1.38
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: CSTAN25.RES Page 73
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 41.30
TOTAL STREAM AREA(ACRES) = 41.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.83
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 78.10 42.85 1.430 0.30( 0.15) 0.50 67.8 1.00
2 45.83 45.45 1.383 0.30( 0.15) 0.50 41.3 5.00

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
1 122.96 42.85 1.430 0.30( 0.15) 0.50 106.7 1.00
2 121.08 45.45 1.383 0.30( 0.15) 0.50 109.1 5.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 122.96 Tc(MIN.) = 42.85
EFFECTIVE AREA(ACRES) = 106.74 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 109.1
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 521.00 = 5100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 525.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.63 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1850.00 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) = 131.35 ***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) = 1.05
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.52
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.75
STREET FLOW TRAVEL TIME(MIN.) = 6.83 Tc(MIN.) = 49.68
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.315
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: CSTAN25.RES Page 74
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"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) = 16.78 EFFECTIVE AREA(ACRES) = 122.74 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 125.1 PEAK FLOW RATE(CFS) = 128.70
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.04 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.48 DEPTH*VELOCITY(FT*FT/SEC.) = 4.67 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 525.00 = 6950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 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.) = 49.68
RAINFALL INTENSITY(INCH/HR) = 1.32
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 122.74
TOTAL STREAM AREA(ACRES) = 125.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.70
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 526.00 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) = 2.34 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.438
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.237
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 19.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 11.64
TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 11.64
**************************************************************************** FLOW PROCESS FROM NODE 526.00 TO NODE 527.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: CSTAN25.RES Page 75
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.13 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1250.00 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) = 20.14 ***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.) = 2.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20
STREET FLOW TRAVEL TIME(MIN.) = 9.74 Tc(MIN.) = 29.17
* 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

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) = 16.84 EFFECTIVE AREA(ACRES) = 17.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.7 PEAK FLOW RATE(CFS) = 25.93
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 527.00 = 2150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 527.00 TO NODE 528.00 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) = 25.93 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: CSTAN25.RES Page 76
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41
STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 31.29
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.708
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 17.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.7 PEAK FLOW RATE(CFS) = 25.93
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 528.00 = 2450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 528.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.29
* 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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 27.30 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) = 27.30 SUBAREA RUNOFF(CFS) = 38.29 EFFECTIVE AREA(ACRES) = 45.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 45.0 PEAK FLOW RATE(CFS) = 63.12
**************************************************************************** FLOW PROCESS FROM NODE 528.00 TO NODE 529.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.35 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1750.00 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) = 69.78 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

Date: 04/17/2025 File name: CSTAN25.RES Page 77

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) = 0.82
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.88
STREET FLOW TRAVEL TIME(MIN.) = 8.32 Tc(MIN.) = 39.61
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.495
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 11.00 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) = 11.00 SUBAREA RUNOFF(CFS) = 13.31 EFFECTIVE AREA(ACRES) = 56.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 56.0 PEAK FLOW RATE(CFS) = 67.78
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.81 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.46 DEPTH*VELOCITY(FT*FT/SEC.) = 2.82 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 529.00 = 4200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 529.00 TO NODE 525.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1800.00 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) = 74.55 ***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) = 0.84
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.03
STREET FLOW TRAVEL TIME(MIN.) = 8.33 Tc(MIN.) = 47.94
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.342
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: CSTAN25.RES Page 78

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.60 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) = 12.60 SUBAREA RUNOFF(CFS) = 13.52 EFFECTIVE AREA(ACRES) = 68.60 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 68.6 PEAK FLOW RATE(CFS) = 73.59
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.84 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.58 DEPTH*VELOCITY(FT*FT/SEC.) = 3.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 525.00 = 6000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 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.) = 47.94
RAINFALL INTENSITY(INCH/HR) = 1.34
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 68.60
TOTAL STREAM AREA(ACRES) = 68.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 73.59
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 128.70 49.68 1.315 0.30( 0.15) 0.50 122.7 1.00
1 126.90 52.32 1.277 0.30( 0.15) 0.50 125.1 5.00
2 73.59 47.94 1.342 0.30( 0.15) 0.50 68.6 10.00

PEAK FLOW RATE(CFS) = 200.64 Tc(MIN.) = 47.94
EFFECTIVE AREA(ACRES) = 187.04 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 193.7
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 525.00 = 6950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 530.00 IS CODE = 62 Date: 04/17/2025 File name: CSTAN25.RES Page 79
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.80 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) = 214.38 ***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) = 1.37
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 7.03
STREET FLOW TRAVEL TIME(MIN.) = 2.92 Tc(MIN.) = 50.86
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.298
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 26.60 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) = 26.60 SUBAREA RUNOFF(CFS) = 27.48 EFFECTIVE AREA(ACRES) = 213.64 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 220.3 PEAK FLOW RATE(CFS) = 220.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.39 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.20 DEPTH*VELOCITY(FT*FT/SEC.) = 7.20 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 900.0 FT WITH ELEVATION-DROP = 1.8 FT, IS 48.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 530.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 530.00 = 7850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 531.00 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
Date: 04/17/2025 File name: CSTAN25.RES Page 80
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) = 232.87 ***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) = 1.42
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 7.55
STREET FLOW TRAVEL TIME(MIN.) = 2.51 Tc(MIN.) = 53.37
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.263
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 25.00 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) = 25.00 SUBAREA RUNOFF(CFS) = 24.36 EFFECTIVE AREA(ACRES) = 238.64 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 245.3 PEAK FLOW RATE(CFS) = 238.34
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.44 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.36 DEPTH*VELOCITY(FT*FT/SEC.) = 7.70 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 800.0 FT WITH ELEVATION-DROP = 1.6 FT, IS 44.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 531.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 531.00 = 8650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 531.00 TO NODE 531.10 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) = 1100.00 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) = 251.15 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: CSTAN25.RES Page 81
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) = 1.40
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.85
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 8.18
STREET FLOW TRAVEL TIME(MIN.) = 3.13 Tc(MIN.) = 56.50
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.223
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 24.50 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) = 24.50 SUBAREA RUNOFF(CFS) = 25.64 EFFECTIVE AREA(ACRES) = 263.14 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 269.8 PEAK FLOW RATE(CFS) = 255.36
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.41 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.89 DEPTH*VELOCITY(FT*FT/SEC.) = 8.30 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1100.0 FT WITH ELEVATION-DROP = 2.8 FT, IS 50.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 531.10 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 531.10 = 9750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 531.10 TO NODE 532.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 4.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 656.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.22
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 255.36
PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 57.40
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 532.00 = 10406.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.10 TO NODE 532.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 57.40
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.212
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.00 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
Date: 04/17/2025 File name: CSTAN25.RES Page 82
SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 8.29
EFFECTIVE AREA(ACRES) = 271.14 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 277.8 PEAK FLOW RATE(CFS) = 261.09
**************************************************************************** FLOW PROCESS FROM NODE 532.00 TO NODE 514.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.89 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 90.0 INCH PIPE IS 71.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.90
ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 261.09
PIPE TRAVEL TIME(MIN.) = 3.38 Tc(MIN.) = 60.78
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 514.00 = 11806.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.20 TO NODE 514.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 60.78
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.173
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 14.50 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) = 14.50 SUBAREA RUNOFF(CFS) = 14.92 EFFECTIVE AREA(ACRES) = 285.64 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 292.3 PEAK FLOW RATE(CFS) = 266.59
**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 514.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 60.78
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.173
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 7.20 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) = 7.20 SUBAREA RUNOFF(CFS) = 7.21
EFFECTIVE AREA(ACRES) = 292.84 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 299.5 PEAK FLOW RATE(CFS) = 273.80
**************************************************************************** FLOW PROCESS FROM NODE 514.00 TO NODE 513.10 IS CODE = 31 Date: 04/17/2025 File name: CSTAN25.RES Page 83
---------------------------------------------------------------------------- >>>>>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) = 300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 93.0 INCH PIPE IS 71.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.08
ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 273.80
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 61.48
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 513.10 = 12106.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 513.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 61.48
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.166
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 5.50 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) = 5.50 SUBAREA RUNOFF(CFS) = 5.40
EFFECTIVE AREA(ACRES) = 298.34 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 305.0 PEAK FLOW RATE(CFS) = 277.18
**************************************************************************** FLOW PROCESS FROM NODE 513.10 TO NODE 513.10 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.) = 61.48
RAINFALL INTENSITY(INCH/HR) = 1.17
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 298.34
TOTAL STREAM AREA(ACRES) = 305.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 277.18
**************************************************************************** FLOW PROCESS FROM NODE 513.10 TO NODE 513.10 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN.) = 48.11 RAINFALL INTENSITY(INCH/HR) = 1.34
EFFECTIVE AREA(ACRES) = 228.91
TOTAL AREA(ACRES) = 316.04 PEAK FLOW RATE(CFS) = 206.92 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47
Date: 04/17/2025 File name: CSTAN25.RES Page 84
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES.
**************************************************************************** FLOW PROCESS FROM NODE 513.10 TO NODE 513.10 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.) = 48.11
RAINFALL INTENSITY(INCH/HR) = 1.34
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.47
EFFECTIVE STREAM AREA(ACRES) = 228.91
TOTAL STREAM AREA(ACRES) = 316.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 206.92
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 277.18 61.48 1.166 0.30( 0.13) 0.44 298.3 10.00
1 276.11 63.23 1.147 0.30( 0.13) 0.45 302.6 1.00
1 270.78 65.97 1.120 0.30( 0.13) 0.45 305.0 5.00
2 206.92 48.11 1.339 0.30( 0.14) 0.47 228.9 513.10

PEAK FLOW RATE(CFS) = 460.29 Tc(MIN.) = 48.11
EFFECTIVE AREA(ACRES) = 462.36 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 621.0
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 513.10 = 12106.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.10 TO NODE 418.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.50 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0025 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 460.29
FLOW VELOCITY(FEET/SEC.) = 9.50 FLOW DEPTH(FEET) = 2.95 Date: 04/17/2025 File name: CSTAN25.RES Page 85
TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 48.46
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 418.00 = 12306.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 418.00 TO NODE 418.00 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.) = 48.46
RAINFALL INTENSITY(INCH/HR) = 1.33
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.46
EFFECTIVE STREAM AREA(ACRES) = 462.36
TOTAL STREAM AREA(ACRES) = 621.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 460.29
**************************************************************************** FLOW PROCESS FROM NODE 418.00 TO NODE 418.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN.) = 61.39 RAINFALL INTENSITY(INCH/HR) = 1.17
EFFECTIVE AREA(ACRES) = 275.90
TOTAL AREA(ACRES) = 365.40 PEAK FLOW RATE(CFS) = 230.52 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES.
**************************************************************************** FLOW PROCESS FROM NODE 418.00 TO NODE 418.00 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.) = 61.39
RAINFALL INTENSITY(INCH/HR) = 1.17
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.47
EFFECTIVE STREAM AREA(ACRES) = 275.90
TOTAL STREAM AREA(ACRES) = 365.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 230.52
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 460.29 48.46 1.334 0.30( 0.14) 0.46 462.4 513.10
1 454.15 61.84 1.162 0.30( 0.14) 0.45 527.3 10.00
1 449.91 63.59 1.144 0.30( 0.14) 0.45 531.6 1.00
1 439.89 66.32 1.117 0.30( 0.14) 0.45 533.9 5.00
2 230.52 61.39 1.167 0.30( 0.14) 0.47 275.9 418.00
Date: 04/17/2025 File name: CSTAN25.RES Page 86

PEAK FLOW RATE(CFS) = 684.88 Tc(MIN.) = 61.39
EFFECTIVE AREA(ACRES) = 800.99 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 986.4
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 418.00 = 12306.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 986.4 TC(MIN.) = 61.39
EFFECTIVE AREA(ACRES) = 800.99 AREA-AVERAGED Fm(INCH/HR)= 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.458 PEAK FLOW RATE(CFS) = 684.88
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 671.87 48.46 1.334 0.30( 0.14) 0.46 680.2 513.10
2 684.88 61.39 1.167 0.30( 0.14) 0.46 801.0 418.00
3 683.60 61.84 1.162 0.30( 0.14) 0.46 803.2 10.00
4 675.27 63.59 1.144 0.30( 0.14) 0.46 807.5 1.00
5 659.20 66.32 1.117 0.30( 0.14) 0.46 809.8 5.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: CSTAN25.RES Page 87 Date: 04/17/2025 File name: CSTAN25.RES Page 88 ____________________________________________________________________________ ****************************************************************************

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 E (EXISTING CONDITION) *
* 25-YEAR STORM *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: ESTAN25.DAT
TIME/DATE OF STUDY: 15:43 03/12/2024
============================================================================ 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 0.0312 0.167 0.0150 2 20.0 15.0 0.017/0.017/ --- 0.67 2.00 0.0312 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 1.00 TO NODE 50.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 820.00
ELEVATION DATA: UPSTREAM(FEET) = 2.46 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: ESTAN25.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.158
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.575
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 9.30 0.30 0.200 56 15.16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 21.05
TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 21.05
**************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.65 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1550.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 39.30 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) = 29.95
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69
STREET FLOW TRAVEL TIME(MIN.) = 10.28 Tc(MIN.) = 25.44
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.921
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 21.50 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) = 21.50 SUBAREA RUNOFF(CFS) = 36.01 EFFECTIVE AREA(ACRES) = 30.80 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 30.8 PEAK FLOW RATE(CFS) = 51.58
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 2.80 DEPTH*VELOCITY(FT*FT/SEC.) = 2.01 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1550.0 FT WITH ELEVATION-DROP = 4.7 FT, IS 42.0 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 51.00 Date: 04/17/2025 File name: ESTAN25.RES Page 2
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 51.00 = 2370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.30 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.44
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.58
PIPE TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 28.96
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 52.00 = 3520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 52.00 IS CODE = 81
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.96
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.785
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 30.40 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) = 30.40 SUBAREA RUNOFF(CFS) = 45.42 EFFECTIVE AREA(ACRES) = 61.20 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 61.2 PEAK FLOW RATE(CFS) = 93.23
**************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 57.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 4.65 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1550.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.28
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.23
PIPE TRAVEL TIME(MIN.) = 3.55 Tc(MIN.) = 32.51
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 57.00 = 5070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 57.00 IS CODE = 81
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.51
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.672
Date: 04/17/2025 File name: ESTAN25.RES Page 3
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 15.40 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) = 15.40 SUBAREA RUNOFF(CFS) = 22.76 EFFECTIVE AREA(ACRES) = 76.60 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 76.6 PEAK FLOW RATE(CFS) = 109.76
**************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 53.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 807.00
ELEVATION DATA: UPSTREAM(FEET) = 3.23 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.070
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.407
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 6.70 0.30 0.500 56 17.07
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 13.61
TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) = 13.61
**************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.26 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1629.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 42.04 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: ESTAN25.RES Page 4
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) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.65
STREET FLOW TRAVEL TIME(MIN.) = 11.86 Tc(MIN.) = 28.93
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.786
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 37.80 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) = 37.80 SUBAREA RUNOFF(CFS) = 55.65 EFFECTIVE AREA(ACRES) = 44.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 44.5 PEAK FLOW RATE(CFS) = 65.52
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.81 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 2.22 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1629.0 FT WITH ELEVATION-DROP = 3.3 FT, IS 59.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 54.00 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 54.00 = 2436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 56.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 68.36 ***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) = 0.77
HALFSTREET FLOOD WIDTH(FEET) = 15.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.61
Date: 04/17/2025 File name: ESTAN25.RES Page 5
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.56
STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 31.46
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.703
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 4.00 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) = 4.00 SUBAREA RUNOFF(CFS) = 5.68
EFFECTIVE AREA(ACRES) = 48.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 48.5 PEAK FLOW RATE(CFS) = 67.89
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 4.59 DEPTH*VELOCITY(FT*FT/SEC.) = 3.54 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 56.00 = 3136.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 31.46
RAINFALL INTENSITY(INCH/HR) = 1.70
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 48.50
TOTAL STREAM AREA(ACRES) = 48.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 67.89
**************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 55.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1150.00
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.) = 22.596
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.054
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.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 17.90 0.25 0.500 69 22.60
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 31.08
TOTAL AREA(ACRES) = 17.90 PEAK FLOW RATE(CFS) = 31.08
Date: 04/17/2025 File name: ESTAN25.RES Page 6
**************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.30 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 31.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.67
HALFSTREET FLOOD WIDTH(FEET) = 29.51
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36
STREET FLOW TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 23.82
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.994
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 17.90 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.9 PEAK FLOW RATE(CFS) = 31.08
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 29.51 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.36 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 56.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 23.82
RAINFALL INTENSITY(INCH/HR) = 1.99
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 17.90
TOTAL STREAM AREA(ACRES) = 17.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.08
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 67.89 31.46 1.703 0.30( 0.15) 0.50 48.5 4.00
2 31.08 23.82 1.994 0.25( 0.12) 0.50 17.9 6.00
Date: 04/17/2025 File name: ESTAN25.RES Page 7

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 92.08 23.82 1.994 0.28( 0.14) 0.50 54.6 6.00
2 94.13 31.46 1.703 0.28( 0.14) 0.50 66.4 4.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 94.13 Tc(MIN.) = 31.46
EFFECTIVE AREA(ACRES) = 66.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 66.4
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 56.00 = 3136.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 5.01 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 107.65 ***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) = 0.78
HALFSTREET FLOOD WIDTH(FEET) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.89
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.81
STREET FLOW TRAVEL TIME(MIN.) = 2.39 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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 19.90 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) = 19.90 SUBAREA RUNOFF(CFS) = 27.03 EFFECTIVE AREA(ACRES) = 86.30 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 86.3 PEAK FLOW RATE(CFS) = 116.21
Date: 04/17/2025 File name: ESTAN25.RES Page 8
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 5.04 DEPTH*VELOCITY(FT*FT/SEC.) = 4.02 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 117.53 26.21 1.889 0.27( 0.14) 0.50 74.5 6.00
2 116.21 33.85 1.634 0.28( 0.14) 0.50 86.3 4.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 117.53 Tc(MIN.) = 26.21
AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 74.52
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 56.10 = 3836.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.10 TO NODE 57.00 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) = 700.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.59
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 117.53
PIPE TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 27.74
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 57.00 = 4536.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 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
1 117.53 27.74 1.829 0.27( 0.14) 0.50 74.5 6.00
2 116.21 35.38 1.594 0.28( 0.14) 0.50 86.3 4.00
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 57.00 = 4536.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 109.76 32.51 1.672 0.27( 0.08) 0.30 76.6 1.00
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 57.00 = 5070.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 220.44 27.74 1.829 0.27( 0.11) 0.41 139.9 6.00
2 226.47 32.51 1.672 0.27( 0.11) 0.40 158.5 1.00
3 220.58 35.38 1.594 0.27( 0.11) 0.41 162.9 4.00
TOTAL AREA(ACRES) = 162.9
Date: 04/17/2025 File name: ESTAN25.RES Page 9
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 226.47 Tc(MIN.) = 32.507
EFFECTIVE AREA(ACRES) = 158.46 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 162.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 57.00 = 5070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 63.00 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) = 699.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 56.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.08
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 226.47
PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 33.79
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 63.00 = 5769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 63.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.79
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.636
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 3.60 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) = 3.60 SUBAREA RUNOFF(CFS) = 5.22
EFFECTIVE AREA(ACRES) = 162.06 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 166.5 PEAK FLOW RATE(CFS) = 226.47
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 63.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.79
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.636
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 12.20 0.25 0.100 69
Date: 04/17/2025 File name: ESTAN25.RES Page 10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 17.69 EFFECTIVE AREA(ACRES) = 174.26 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 178.7 PEAK FLOW RATE(CFS) = 240.57
**************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.10 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) = 700.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 60.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.12
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 240.57
PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 35.07
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 63.10 = 6469.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.10 TO NODE 63.10 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.) = 35.07
RAINFALL INTENSITY(INCH/HR) = 1.60
AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.27
AREA-AVERAGED Ap = 0.38
EFFECTIVE STREAM AREA(ACRES) = 174.26
TOTAL STREAM AREA(ACRES) = 178.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 240.57
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 60.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 741.00
ELEVATION DATA: UPSTREAM(FEET) = 2.08 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.710
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.358
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 5.10 0.30 0.500 56 17.71
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.13
Date: 04/17/2025 File name: ESTAN25.RES Page 11
TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 10.13
**************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 62.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.70 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1323.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 32.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 28.20
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.35
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.51
STREET FLOW TRAVEL TIME(MIN.) = 9.38 Tc(MIN.) = 27.09
* 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
MOBILE HOME PARK B 28.00 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) = 28.00 SUBAREA RUNOFF(CFS) = 44.82 EFFECTIVE AREA(ACRES) = 33.10 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 33.1 PEAK FLOW RATE(CFS) = 52.64
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 2.77 DEPTH*VELOCITY(FT*FT/SEC.) = 2.02 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1323.0 FT WITH ELEVATION-DROP = 3.7 FT, IS 54.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 62.00 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 62.00 = 2064.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 62.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 27.09
* 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
MOBILE HOME PARK B 16.20 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: ESTAN25.RES Page 12
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 16.20 SUBAREA RUNOFF(CFS) = 25.93 EFFECTIVE AREA(ACRES) = 49.30 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 49.3 PEAK FLOW RATE(CFS) = 78.58
**************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.94 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1800.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.56
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.58
PIPE TRAVEL TIME(MIN.) = 5.39 Tc(MIN.) = 32.48
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 63.10 = 3864.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.10 TO NODE 63.10 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.) = 32.48
RAINFALL INTENSITY(INCH/HR) = 1.67
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.28
EFFECTIVE STREAM AREA(ACRES) = 49.30
TOTAL STREAM AREA(ACRES) = 49.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.58
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 235.58 30.31 1.739 0.27( 0.10) 0.37 155.7 6.00
1 240.57 35.07 1.602 0.27( 0.10) 0.38 174.3 1.00
1 234.60 37.95 1.532 0.27( 0.10) 0.38 178.7 4.00
2 78.58 32.48 1.673 0.30( 0.08) 0.28 49.3 11.00

Date: 04/17/2025 File name: ESTAN25.RES Page 13
PEAK FLOW RATE(CFS) = 316.43 Tc(MIN.) = 32.48
EFFECTIVE AREA(ACRES) = 213.46 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 228.0
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 63.10 = 6469.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.10 TO NODE 64.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.15 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1050.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 84.0 INCH PIPE IS 65.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.82
ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 316.43
PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 34.26
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 64.00 = 7519.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 64.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 34.26
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.623
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 65.90 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) = 65.90 SUBAREA RUNOFF(CFS) = 92.69 EFFECTIVE AREA(ACRES) = 279.36 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 293.9 PEAK FLOW RATE(CFS) = 385.80
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 293.9 TC(MIN.) = 34.26
EFFECTIVE AREA(ACRES) = 279.36 AREA-AVERAGED Fm(INCH/HR)= 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.316 PEAK FLOW RATE(CFS) = 385.80
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 384.40 32.10 1.684 0.28( 0.09) 0.31 267.6 6.00
2 385.80 34.26 1.623 0.28( 0.09) 0.32 279.4 11.00
3 382.51 36.85 1.557 0.28( 0.09) 0.32 289.5 1.00
4 370.92 39.74 1.492 0.28( 0.09) 0.32 293.9 4.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: ESTAN25.RES Page 14
Date: 04/17/2025 File name: ESTAN25.RES Page 15
Appendix A. Existing Condition Hydrology
100-YR
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA A (EXISTING CONDITION) *
* 100-YEAR STORM *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: ASTAN100.DAT
TIME/DATE OF STUDY: 16:47 03/10/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
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) III 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 1.00 TO NODE 1.00 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) = 4.65 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: ASTAN100.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.504
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.501
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 7.70 0.30 0.100 76 13.50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 24.06
TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 24.06
**************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 5.61 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1122.00 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) = 47.76 ***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.) = 3.71
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.40
STREET FLOW TRAVEL TIME(MIN.) = 5.04 Tc(MIN.) = 18.55
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.919
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 18.40 0.30 0.250 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 47.10 EFFECTIVE AREA(ACRES) = 26.10 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 26.1 PEAK FLOW RATE(CFS) = 67.13
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.25 DEPTH*VELOCITY(FT*FT/SEC.) = 3.06 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 2052.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: ASTAN100.RES Page 2
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.98 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 196.00 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) = 68.76 ***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.

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.) = 4.30
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.11
STREET FLOW TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 19.31
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.853
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK C 1.30 0.25 0.250 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.26
EFFECTIVE AREA(ACRES) = 27.40 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 27.4 PEAK FLOW RATE(CFS) = 68.83
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH*VELOCITY(FT*FT/SEC.) = 3.11 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2248.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 19.31
RAINFALL INTENSITY(INCH/HR) = 2.85
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.21
EFFECTIVE STREAM AREA(ACRES) = 27.40
TOTAL STREAM AREA(ACRES) = 27.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.83
Date: 04/17/2025 File name: ASTAN100.RES Page 3
**************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.10 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 968.00
ELEVATION DATA: UPSTREAM(FEET) = 2.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.203
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.272
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.30 0.30 0.100 76 15.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 15.46
TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 15.46
**************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.81 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 938.00 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) = 25.19 ***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.) = 2.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43
STREET FLOW TRAVEL TIME(MIN.) = 6.33 Tc(MIN.) = 21.53
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.680
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.20 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 19.34
EFFECTIVE AREA(ACRES) = 13.50 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 13.5 PEAK FLOW RATE(CFS) = 31.98
Date: 04/17/2025 File name: ASTAN100.RES Page 4
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.00 = 1906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 21.53
RAINFALL INTENSITY(INCH/HR) = 2.68
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.16
EFFECTIVE STREAM AREA(ACRES) = 13.50
TOTAL STREAM AREA(ACRES) = 13.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.98
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 68.83 19.31 2.853 0.30( 0.06) 0.21 27.4 1.00
2 31.98 21.53 2.680 0.30( 0.05) 0.16 13.5 3.10

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 99.39 19.31 2.853 0.30( 0.06) 0.19 39.5 1.00
2 96.55 21.53 2.680 0.30( 0.06) 0.19 40.9 3.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 99.39 Tc(MIN.) = 19.31
EFFECTIVE AREA(ACRES) = 39.51 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 40.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2248.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.85 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 615.00 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: ASTAN100.RES Page 5
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) = 106.73 ***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) = 0.93
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.39
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.09
STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 21.64
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.672
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 6.40 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 14.67
EFFECTIVE AREA(ACRES) = 45.91 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.24 TOTAL AREA(ACRES) = 47.3 PEAK FLOW RATE(CFS) = 107.64
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.93 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.41 DEPTH*VELOCITY(FT*FT/SEC.) = 4.12 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2863.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.41
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.64
PIPE TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 24.24
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 3863.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 5.00 IS CODE = 82
---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00
ELEVATION DATA: UPSTREAM(FEET) = 4.38 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
Date: 04/17/2025 File name: ASTAN100.RES Page 6
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.541
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.035
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.10 0.30 0.500 76 10.54
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.10 INITIAL SUBAREA RUNOFF(CFS) = 17.83 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 24.24
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.504
SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 10.81
EFFECTIVE AREA(ACRES) = 51.01 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 52.4 PEAK FLOW RATE(CFS) = 111.50
**************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 5.00 IS CODE = 81
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 24.24
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.504
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 8.05
EFFECTIVE AREA(ACRES) = 54.81 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 56.2 PEAK FLOW RATE(CFS) = 119.55
**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 10
---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.10 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 929.00
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.) = 20.742
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.738
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Date: 04/17/2025 File name: ASTAN100.RES Page 7
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.90 0.30 0.500 76 20.74
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 16.07
TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 16.07
**************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1248.00 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) = 24.05 ***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.) = 2.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30
STREET FLOW TRAVEL TIME(MIN.) = 9.70 Tc(MIN.) = 30.45
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.198
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 15.85
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) = 28.56
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.00 = 2177.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

Date: 04/17/2025 File name: ASTAN100.RES Page 8
TIME OF CONCENTRATION(MIN.) = 30.45
RAINFALL INTENSITY(INCH/HR) = 2.20
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 15.50
TOTAL STREAM AREA(ACRES) = 15.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.56
**************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 738.00
ELEVATION DATA: UPSTREAM(FEET) = 1.48 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.912
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.887
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.70 0.30 0.500 76 18.91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 11.58
TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 11.58
**************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 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) = 569.00 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) = 11.58 ***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.) = 1.54
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79
STREET FLOW TRAVEL TIME(MIN.) = 6.15 Tc(MIN.) = 25.06
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.457
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
Date: 04/17/2025 File name: ASTAN100.RES Page 9
EFFECTIVE AREA(ACRES) = 4.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = 11.58
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.54 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 7.00 = 1307.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 25.06
RAINFALL INTENSITY(INCH/HR) = 2.46
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 4.70
TOTAL STREAM AREA(ACRES) = 4.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.58
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 28.56 30.45 2.198 0.30( 0.15) 0.50 15.5 7.10
2 11.58 25.06 2.457 0.30( 0.15) 0.50 4.7 6.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 38.07 25.06 2.457 0.30( 0.15) 0.50 17.5 6.00
2 38.84 30.45 2.198 0.30( 0.15) 0.50 20.2 7.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 38.84 Tc(MIN.) = 30.45
EFFECTIVE AREA(ACRES) = 20.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 20.2
LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.00 = 2177.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 5.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.57 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 783.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
Date: 04/17/2025 File name: ASTAN100.RES Page 10
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) = 42.08 ***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) = 0.72
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.68
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.92
STREET FLOW TRAVEL TIME(MIN.) = 4.87 Tc(MIN.) = 35.32
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.018
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 3.80 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 6.48
EFFECTIVE AREA(ACRES) = 24.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 24.0 PEAK FLOW RATE(CFS) = 40.44
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 5.00 = 2960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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 39.66 29.95 2.218 0.29( 0.15) 0.50 21.3 6.00
2 40.44 35.32 2.018 0.29( 0.15) 0.50 24.0 7.10
LONGEST FLOWPATH FROM NODE 7.10 TO NODE 5.00 = 2960.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 119.55 24.24 2.504 0.29( 0.08) 0.28 54.8 1.00
2 116.33 26.50 2.380 0.29( 0.08) 0.28 56.2 3.10
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 3863.00 FEET.

Date: 04/17/2025 File name: ASTAN100.RES Page 11
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 156.07 24.24 2.504 0.29( 0.10) 0.33 72.0 1.00
2 154.15 26.50 2.380 0.29( 0.10) 0.33 75.0 3.10
3 147.82 29.95 2.218 0.29( 0.10) 0.34 77.5 6.00
4 138.50 35.32 2.018 0.29( 0.10) 0.34 80.2 7.10
TOTAL AREA(ACRES) = 80.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 156.07 Tc(MIN.) = 24.240
EFFECTIVE AREA(ACRES) = 72.01 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 80.2
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 3863.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 12
---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 8.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.66 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1332.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 55.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 156.07
PIPE TRAVEL TIME(MIN.) = 3.16 Tc(MIN.) = 27.40
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 5195.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 27.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.335
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 7.50 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 14.91
EFFECTIVE AREA(ACRES) = 79.51 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 87.7 PEAK FLOW RATE(CFS) = 159.99
**************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31
Date: 04/17/2025 File name: ASTAN100.RES Page 12
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1550.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 56.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.04
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 159.99
PIPE TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 31.07
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 6745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.07
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.172
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 7.50 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 13.82
EFFECTIVE AREA(ACRES) = 87.01 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 95.2 PEAK FLOW RATE(CFS) = 162.21
**************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.80 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 266.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.35
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 162.21
PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 31.60
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 7011.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 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.) = 31.60
RAINFALL INTENSITY(INCH/HR) = 2.15
AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.28
Date: 04/17/2025 File name: ASTAN100.RES Page 13
AREA-AVERAGED Ap = 0.36
EFFECTIVE STREAM AREA(ACRES) = 87.01
TOTAL STREAM AREA(ACRES) = 95.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 162.21
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 20.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1014.00
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.) = 21.482
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.684
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.00 0.30 0.500 76 21.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 15.96
TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 15.96
**************************************************************************** FLOW PROCESS FROM NODE 20.10 TO NODE 10.00 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) = 1015.00 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 = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.60 ***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.) = 1.98
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.13
STREET FLOW TRAVEL TIME(MIN.) = 8.55 Tc(MIN.) = 30.03
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.215
SUBAREA LOSS RATE DATA(AMC III):

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 76
Date: 04/17/2025 File name: ASTAN100.RES Page 14
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) = 7.25
EFFECTIVE AREA(ACRES) = 10.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.9 PEAK FLOW RATE(CFS) = 20.26
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 10.00 = 2029.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 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.) = 30.03
RAINFALL INTENSITY(INCH/HR) = 2.22
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 10.90
TOTAL STREAM AREA(ACRES) = 10.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.26
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 162.21 31.60 2.151 0.28( 0.10) 0.36 87.0 1.00
1 160.86 33.86 2.068 0.28( 0.10) 0.36 90.0 3.10
1 155.55 37.33 1.955 0.28( 0.10) 0.36 92.5 6.00
1 147.15 42.81 1.808 0.28( 0.10) 0.37 95.2 7.10
2 20.26 30.03 2.215 0.30( 0.15) 0.50 10.9 14.00

PEAK FLOW RATE(CFS) = 181.84 Tc(MIN.) = 31.60
EFFECTIVE AREA(ACRES) = 97.91 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 106.1
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 7011.00 FEET. **************************************************************************** Date: 04/17/2025 File name: ASTAN100.RES Page 15
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.14 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1047.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 52.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.59
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 181.84
PIPE TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 33.63
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 8058.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.63
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.076
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.00 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 18.14 EFFECTIVE AREA(ACRES) = 107.91 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 116.1 PEAK FLOW RATE(CFS) = 191.69
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.63
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.076
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 11.00 0.30 0.100 76
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) = 20.25 EFFECTIVE AREA(ACRES) = 118.91 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 127.1 PEAK FLOW RATE(CFS) = 211.94
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.21 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 603.00 MANNING'S N = 0.013
Date: 04/17/2025 File name: ASTAN100.RES Page 16
DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.64
ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 211.94
PIPE TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 34.94
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 8661.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 34.94
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.031
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 7.79
EFFECTIVE AREA(ACRES) = 123.51 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 131.7 PEAK FLOW RATE(CFS) = 214.90
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 34.94
RAINFALL INTENSITY(INCH/HR) = 2.03
AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.34
EFFECTIVE STREAM AREA(ACRES) = 123.51
TOTAL STREAM AREA(ACRES) = 131.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 214.90
**************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 15.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1838.00
ELEVATION DATA: UPSTREAM(FEET) = 3.68 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 27.251
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.342
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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: ASTAN100.RES Page 17
"5-7 DWELLINGS/ACRE" B 7.20 0.30 0.500 76 27.25
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 14.20
TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 14.20
**************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 7.59 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 487.85 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.57
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.20
PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 28.20
LONGEST FLOWPATH FROM NODE 15.10 TO NODE 12.00 = 2325.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.20
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.296
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 4.20 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 8.21
EFFECTIVE AREA(ACRES) = 11.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.4 PEAK FLOW RATE(CFS) = 22.11
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 28.20
RAINFALL INTENSITY(INCH/HR) = 2.30
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.28
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 11.40
TOTAL STREAM AREA(ACRES) = 11.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.11
** CONFLUENCE DATA **
Date: 04/17/2025 File name: ASTAN100.RES Page 18
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 213.19 33.38 2.085 0.29( 0.10) 0.34 119.2 14.00
1 214.90 34.94 2.031 0.29( 0.10) 0.34 123.5 1.00
1 211.94 37.21 1.959 0.29( 0.10) 0.34 126.5 3.10
1 204.43 40.74 1.860 0.29( 0.10) 0.35 129.0 6.00
1 193.17 46.26 1.729 0.29( 0.10) 0.35 131.7 7.10
2 22.11 28.20 2.296 0.28( 0.14) 0.50 11.4 15.10

PEAK FLOW RATE(CFS) = 234.29 Tc(MIN.) = 34.94
EFFECTIVE AREA(ACRES) = 134.91 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 143.1
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 8661.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 4.42 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 884.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 52.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.09
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 234.29
PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 36.27
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 = 9545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.27
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.988
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.20 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
Date: 04/17/2025 File name: ASTAN100.RES Page 19
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 5.29
EFFECTIVE AREA(ACRES) = 138.11 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 146.3 PEAK FLOW RATE(CFS) = 234.37
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.27
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.988
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 7.28
EFFECTIVE AREA(ACRES) = 142.51 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 150.7 PEAK FLOW RATE(CFS) = 241.64
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.53 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 766.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 81.0 INCH PIPE IS 65.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.83
ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 241.64
PIPE TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 37.90
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 14.00 = 10311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 37.90
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.938
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.60 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 5.79
EFFECTIVE AREA(ACRES) = 146.11 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 154.3 PEAK FLOW RATE(CFS) = 241.64
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
Date: 04/17/2025 File name: ASTAN100.RES Page 20
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.76 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 752.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.12
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 241.64
PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 39.03
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 15.00 = 11063.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 39.03
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.906
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 3.60 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 5.77
EFFECTIVE AREA(ACRES) = 149.71 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 157.9 PEAK FLOW RATE(CFS) = 242.62
**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 54.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.12
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 242.62
PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 39.63
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 16.00 = 11463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 21 Date: 04/17/2025 File name: ASTAN100.RES Page 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 625.00
ELEVATION DATA: UPSTREAM(FEET) = 1.25 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.705
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.998
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.75 0.30 0.500 76 17.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.05
TOTAL AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) = 7.05
**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.70
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.998
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 13.07
EFFECTIVE AREA(ACRES) = 7.85 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.8 PEAK FLOW RATE(CFS) = 20.12
**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 41.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.84 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 419.00 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) = 21.51 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: ASTAN100.RES Page 22
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20
STREET FLOW TRAVEL TIME(MIN.) = 3.41 Tc(MIN.) = 21.11
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.711
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.20 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.77
EFFECTIVE AREA(ACRES) = 9.05 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 9.1 PEAK FLOW RATE(CFS) = 20.86
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 41.00 = 1044.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 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.) = 21.11
RAINFALL INTENSITY(INCH/HR) = 2.71
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 9.05
TOTAL STREAM AREA(ACRES) = 9.05
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.86
**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 658.00
ELEVATION DATA: UPSTREAM(FEET) = 2.63 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.736
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.208
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 15.74
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: ASTAN100.RES Page 23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 15.69
TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 15.69
**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.93 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 977.00 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) = 23.03 ***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.) = 2.38
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.35
STREET FLOW TRAVEL TIME(MIN.) = 6.83 Tc(MIN.) = 22.56
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.609
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 14.61
EFFECTIVE AREA(ACRES) = 12.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.3 PEAK FLOW RATE(CFS) = 27.22
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 1.51 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 41.00 = 1635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 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.) = 22.56
RAINFALL INTENSITY(INCH/HR) = 2.61
AREA-AVERAGED Fm(INCH/HR) = 0.15
Date: 04/17/2025 File name: ASTAN100.RES Page 24
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 12.30
TOTAL STREAM AREA(ACRES) = 12.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.22
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 20.86 21.11 2.711 0.30( 0.15) 0.50 9.1 42.00
2 27.22 22.56 2.609 0.30( 0.15) 0.50 12.3 40.00

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 47.38 21.11 2.711 0.30( 0.15) 0.50 20.6 42.00
2 47.25 22.56 2.609 0.30( 0.15) 0.50 21.3 40.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 47.38 Tc(MIN.) = 21.11
EFFECTIVE AREA(ACRES) = 20.56 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.3
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 41.00 = 1635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 16.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.48 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 742.00 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) = 56.69 ***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) = 0.79
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.40
STREET FLOW TRAVEL TIME(MIN.) = 4.10 Tc(MIN.) = 25.21
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.449
Date: 04/17/2025 File name: ASTAN100.RES Page 25
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 18.62
EFFECTIVE AREA(ACRES) = 29.56 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 30.3 PEAK FLOW RATE(CFS) = 61.15
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.82 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY(FT*FT/SEC.) = 2.54 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 16.00 = 2377.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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 61.15 25.21 2.449 0.30( 0.15) 0.50 29.6 42.00
2 60.66 26.67 2.371 0.30( 0.15) 0.50 30.3 40.00
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 16.00 = 2377.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 230.30 32.93 2.101 0.29( 0.11) 0.37 126.9 15.10
2 241.51 38.07 1.934 0.29( 0.11) 0.37 145.4 14.00
3 242.62 39.63 1.889 0.29( 0.11) 0.37 149.7 1.00
4 239.14 41.90 1.830 0.29( 0.11) 0.37 152.7 3.10
5 230.93 45.47 1.746 0.29( 0.11) 0.37 155.2 6.00
6 218.65 51.07 1.634 0.29( 0.11) 0.37 157.9 7.10
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 16.00 = 11463.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 268.16 25.21 2.449 0.29( 0.12) 0.40 126.7 42.00
2 272.41 26.67 2.371 0.29( 0.12) 0.40 133.1 40.00
3 283.58 32.93 2.101 0.29( 0.12) 0.40 157.2 15.10
4 290.23 38.07 1.934 0.29( 0.11) 0.39 175.7 14.00
5 290.13 39.63 1.889 0.29( 0.11) 0.39 180.1 1.00
6 285.04 41.90 1.830 0.29( 0.11) 0.39 183.1 3.10
7 274.54 45.47 1.746 0.29( 0.11) 0.39 185.5 6.00
8 259.18 51.07 1.634 0.29( 0.11) 0.39 188.2 7.10
TOTAL AREA(ACRES) = 188.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 290.23 Tc(MIN.) = 38.068
EFFECTIVE AREA(ACRES) = 175.74 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.39 Date: 04/17/2025 File name: ASTAN100.RES Page 26
TOTAL AREA(ACRES) = 188.2
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 16.00 = 11463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.55 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 777.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.21
ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 290.23
PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 39.65
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 17.00 = 12240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 39.65
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.889
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 7.04
EFFECTIVE AREA(ACRES) = 180.24 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 192.8 PEAK FLOW RATE(CFS) = 290.23
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 39.65
RAINFALL INTENSITY(INCH/HR) = 1.89
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.40
EFFECTIVE STREAM AREA(ACRES) = 180.24
TOTAL STREAM AREA(ACRES) = 192.75
Date: 04/17/2025 File name: ASTAN100.RES Page 27
PEAK FLOW RATE(CFS) AT CONFLUENCE = 290.23
**************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 43.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 396.64
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.) = 13.175
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.551
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.20 0.30 0.500 76 13.18
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 9.80
TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 9.80
**************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.46 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 793.28 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.14
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.80
PIPE TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 15.33
LONGEST FLOWPATH FROM NODE 63.00 TO NODE 17.00 = 1189.92 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 15.33
RAINFALL INTENSITY(INCH/HR) = 3.26
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 3.20
TOTAL STREAM AREA(ACRES) = 3.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.80
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
Date: 04/17/2025 File name: ASTAN100.RES Page 28
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 268.16 26.82 2.363 0.29( 0.12) 0.41 131.2 42.00
1 272.41 28.26 2.293 0.29( 0.12) 0.41 137.6 40.00
1 283.58 34.51 2.045 0.29( 0.12) 0.40 161.7 15.10
1 290.23 39.65 1.889 0.29( 0.11) 0.40 180.2 14.00
1 290.13 41.21 1.848 0.29( 0.11) 0.39 184.6 1.00
1 285.04 43.48 1.792 0.29( 0.11) 0.39 187.6 3.10
1 274.54 47.06 1.712 0.29( 0.11) 0.39 190.0 6.00
1 259.18 52.69 1.605 0.29( 0.11) 0.40 192.8 7.10
2 9.80 15.33 3.256 0.30( 0.15) 0.50 3.2 63.00

PEAK FLOW RATE(CFS) = 295.72 Tc(MIN.) = 39.65
EFFECTIVE AREA(ACRES) = 183.44 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 195.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 17.00 = 12240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 34.00 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) = 71.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 84.0 INCH PIPE IS 63.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.48
ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 295.72
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 39.77
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 34.00 = 12311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 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.) = 39.77
RAINFALL INTENSITY(INCH/HR) = 1.89
Date: 04/17/2025 File name: ASTAN100.RES Page 29
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.40
EFFECTIVE STREAM AREA(ACRES) = 183.44
TOTAL STREAM AREA(ACRES) = 195.95
PEAK FLOW RATE(CFS) AT CONFLUENCE = 295.72
**************************************************************************** FLOW PROCESS FROM NODE 32.10 TO NODE 32.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 936.00
ELEVATION DATA: UPSTREAM(FEET) = 1.87 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.814
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.733
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 3.40 0.25 0.500 86 20.81
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.98
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 7.98
**************************************************************************** FLOW PROCESS FROM NODE 32.10 TO NODE 32.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.63 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 813.00 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) = 12.62 ***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.) = 1.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85
STREET FLOW TRAVEL TIME(MIN.) = 8.17 Tc(MIN.) = 28.98
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.261
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
Date: 04/17/2025 File name: ASTAN100.RES Page 30

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 4.80 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 9.23
EFFECTIVE AREA(ACRES) = 8.20 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = 15.76
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.82 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 32.10 TO NODE 32.00 = 1749.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.37 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 687.00 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) = 19.46 ***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.) = 1.97
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12
STREET FLOW TRAVEL TIME(MIN.) = 5.83 Tc(MIN.) = 34.81
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.035
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 4.30 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 7.39
EFFECTIVE AREA(ACRES) = 12.50 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.5 PEAK FLOW RATE(CFS) = 21.49
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 32.10 TO NODE 33.00 = 2436.00 FEET. **************************************************************************** Date: 04/17/2025 File name: ASTAN100.RES Page 31
FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.56 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 641.00 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) = 23.50 ***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.) = 2.62
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.44
STREET FLOW TRAVEL TIME(MIN.) = 4.08 Tc(MIN.) = 38.89
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.910
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 2.50 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.02
EFFECTIVE AREA(ACRES) = 15.00 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.0 PEAK FLOW RATE(CFS) = 24.10
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 32.10 TO NODE 34.00 = 3077.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 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.) = 38.89
RAINFALL INTENSITY(INCH/HR) = 1.91
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 15.00
TOTAL STREAM AREA(ACRES) = 15.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.10
Date: 04/17/2025 File name: ASTAN100.RES Page 32
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 224.01 15.46 3.240 0.29( 0.12) 0.41 78.2 63.00
1 275.14 26.95 2.357 0.29( 0.12) 0.41 134.4 42.00
1 279.17 28.39 2.288 0.29( 0.12) 0.41 140.8 40.00
1 289.56 34.64 2.041 0.29( 0.12) 0.40 164.9 15.10
1 295.72 39.77 1.886 0.29( 0.11) 0.40 183.4 14.00
1 295.49 41.33 1.844 0.29( 0.11) 0.40 187.8 1.00
1 290.22 43.61 1.789 0.29( 0.11) 0.40 190.8 3.10
1 279.46 47.19 1.710 0.29( 0.11) 0.40 193.2 6.00
1 263.76 52.82 1.603 0.29( 0.12) 0.40 195.9 7.10
2 24.10 38.89 1.910 0.25( 0.12) 0.50 15.0 32.10

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
1 240.73 15.46 3.240 0.29( 0.12) 0.42 84.1 63.00
2 296.02 26.95 2.357 0.29( 0.12) 0.42 144.8 42.00
3 300.48 28.39 2.288 0.29( 0.12) 0.41 151.8 40.00
4 312.60 34.64 2.041 0.29( 0.12) 0.41 178.3 15.10
5 318.75 38.89 1.910 0.29( 0.12) 0.41 195.3 32.10
6 319.48 39.77 1.886 0.29( 0.12) 0.40 198.4 14.00
7 318.70 41.33 1.844 0.29( 0.12) 0.40 202.8 1.00
8 312.68 43.61 1.789 0.29( 0.12) 0.40 205.8 3.10
9 300.86 47.19 1.710 0.29( 0.12) 0.40 208.2 6.00
10 283.71 52.82 1.603 0.29( 0.12) 0.41 210.9 7.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 319.48 Tc(MIN.) = 39.77
EFFECTIVE AREA(ACRES) = 198.44 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 210.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 34.00 = 12311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.74 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1370.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 90.0 INCH PIPE IS 72.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.41
ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 319.48
PIPE TRAVEL TIME(MIN.) = 2.72 Tc(MIN.) = 42.49
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 18.00 = 13681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
Date: 04/17/2025 File name: ASTAN100.RES Page 33
============================================================================ MAINLINE Tc(MIN.) = 42.49
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.816
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS C 11.10 0.25 0.200 86
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) = 17.64 EFFECTIVE AREA(ACRES) = 209.54 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 222.1 PEAK FLOW RATE(CFS) = 321.27
**************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 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) = 890.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 90.0 INCH PIPE IS 72.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.41
ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 321.27
PIPE TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 44.25
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 19.00 = 14571.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 44.25
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.774
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 8.00 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 12.59
EFFECTIVE AREA(ACRES) = 217.54 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 230.1 PEAK FLOW RATE(CFS) = 325.97
**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Date: 04/17/2025 File name: ASTAN100.RES Page 34
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 764.00
ELEVATION DATA: UPSTREAM(FEET) = 1.53 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.181
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.864
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.80 0.30 0.500 76 19.18
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 11.72
TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 11.72
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.61 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 803.00 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) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08
STREET FLOW TRAVEL TIME(MIN.) = 6.94 Tc(MIN.) = 26.13
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.399
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.50 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 13.16
EFFECTIVE AREA(ACRES) = 11.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.3 PEAK FLOW RATE(CFS) = 22.87
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 Date: 04/17/2025 File name: ASTAN100.RES Page 35
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 22.00 = 1567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.57 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 783.00 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) = 27.62 ***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
STREET FLOW TRAVEL TIME(MIN.) = 5.76 Tc(MIN.) = 31.89
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.140
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 9.49
EFFECTIVE AREA(ACRES) = 16.60 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 29.73
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 = 2350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>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) = 865.00 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: ASTAN100.RES Page 36
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) = 34.90 ***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.) = 2.48
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68
STREET FLOW TRAVEL TIME(MIN.) = 5.80 Tc(MIN.) = 37.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.945
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 10.34
EFFECTIVE AREA(ACRES) = 23.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 23.0 PEAK FLOW RATE(CFS) = 37.15
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 24.00 = 3215.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 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) = 160.00 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) = 37.15 ***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.) = 2.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.88
Date: 04/17/2025 File name: ASTAN100.RES Page 37
STREET FLOW TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 38.60
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.918
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 23.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 23.0 PEAK FLOW RATE(CFS) = 37.15
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.88 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 25.00 = 3375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 38.60
RAINFALL INTENSITY(INCH/HR) = 1.92
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 23.00
TOTAL STREAM AREA(ACRES) = 23.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.15
**************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1143.00
ELEVATION DATA: UPSTREAM(FEET) = 2.29 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.533
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.611
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.00 0.30 0.500 76 22.53
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 22.15
TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 22.15
**************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 25.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.04 DOWNSTREAM ELEVATION(FEET) = 0.00 Date: 04/17/2025 File name: ASTAN100.RES Page 38
STREET LENGTH(FEET) = 1518.00 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) = 26.30 ***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.) = 2.22
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38
STREET FLOW TRAVEL TIME(MIN.) = 11.40 Tc(MIN.) = 33.93
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.065
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 8.27
EFFECTIVE AREA(ACRES) = 14.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 14.8 PEAK FLOW RATE(CFS) = 25.51
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 25.00 = 2661.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.93
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.065
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 15.70 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 15.70 SUBAREA RUNOFF(CFS) = 28.76 EFFECTIVE AREA(ACRES) = 30.50 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 30.5 PEAK FLOW RATE(CFS) = 54.27
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
Date: 04/17/2025 File name: ASTAN100.RES Page 39
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 33.93
RAINFALL INTENSITY(INCH/HR) = 2.07
AREA-AVERAGED Fm(INCH/HR) = 0.09
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.29
EFFECTIVE STREAM AREA(ACRES) = 30.50
TOTAL STREAM AREA(ACRES) = 30.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.27
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 37.15 38.60 1.918 0.30( 0.15) 0.50 23.0 21.00
2 54.27 33.93 2.065 0.30( 0.09) 0.29 30.5 26.00

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 89.64 33.93 2.065 0.30( 0.11) 0.38 50.7 26.00
2 87.38 38.60 1.918 0.30( 0.11) 0.38 53.5 21.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 89.64 Tc(MIN.) = 33.93
EFFECTIVE AREA(ACRES) = 50.72 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 53.5
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 25.00 = 3375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 27.00 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) = 131.00 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) = 89.64 ***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: ASTAN100.RES Page 40
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.83
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.40
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.67
STREET FLOW TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 34.43
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.048
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 50.72 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 53.5 PEAK FLOW RATE(CFS) = 89.64
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.83 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.40 DEPTH*VELOCITY(FT*FT/SEC.) = 3.67 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 27.00 = 3506.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 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.) = 34.43
RAINFALL INTENSITY(INCH/HR) = 2.05
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.38
EFFECTIVE STREAM AREA(ACRES) = 50.72
TOTAL STREAM AREA(ACRES) = 53.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 89.64
**************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1400.00
ELEVATION DATA: UPSTREAM(FEET) = 2.80 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 25.891
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.411
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.70 0.30 0.600 76 25.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 19.48
TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 19.48
**************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 27.00 IS CODE = 62 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: ASTAN100.RES Page 41
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.52 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1761.00 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) = 26.51 ***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.) = 2.23
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39
STREET FLOW TRAVEL TIME(MIN.) = 13.18 Tc(MIN.) = 39.07
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.905
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 9.00 0.30 0.600 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 13.97
EFFECTIVE AREA(ACRES) = 18.70 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 18.7 PEAK FLOW RATE(CFS) = 29.03
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.47 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 27.00 = 3161.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 39.07
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.905
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 6.10 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 9.77
EFFECTIVE AREA(ACRES) = 24.80 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 24.8 PEAK FLOW RATE(CFS) = 38.80
Date: 04/17/2025 File name: ASTAN100.RES Page 42
**************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 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.) = 39.07
RAINFALL INTENSITY(INCH/HR) = 1.90
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.58
EFFECTIVE STREAM AREA(ACRES) = 24.80
TOTAL STREAM AREA(ACRES) = 24.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.80
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 89.64 34.43 2.048 0.30( 0.11) 0.38 50.7 26.00
1 87.38 39.11 1.904 0.30( 0.11) 0.38 53.5 21.00
2 38.80 39.07 1.905 0.29( 0.17) 0.58 24.8 28.00

PEAK FLOW RATE(CFS) = 126.65 Tc(MIN.) = 34.43
EFFECTIVE AREA(ACRES) = 72.57 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 78.3
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 27.00 = 3506.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 29.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.26 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 632.00 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: ASTAN100.RES Page 43
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 129.47 ***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) = 1.10
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.20
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.60
STREET FLOW TRAVEL TIME(MIN.) = 2.51 Tc(MIN.) = 36.94
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.967
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 3.40 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 5.64
EFFECTIVE AREA(ACRES) = 75.97 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 81.7 PEAK FLOW RATE(CFS) = 126.65
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.09 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.16 DEPTH*VELOCITY(FT*FT/SEC.) = 4.52 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 29.00 = 4138.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.39 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1668.00 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) = 132.71 ***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) = 1.10
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.26
Date: 04/17/2025 File name: ASTAN100.RES Page 44
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.70
STREET FLOW TRAVEL TIME(MIN.) = 6.52 Tc(MIN.) = 43.46
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.792
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.20 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 12.12
EFFECTIVE AREA(ACRES) = 84.17 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 89.9 PEAK FLOW RATE(CFS) = 126.65
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.08 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.19 DEPTH*VELOCITY(FT*FT/SEC.) = 4.52 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 30.00 = 5806.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 43.46
RAINFALL INTENSITY(INCH/HR) = 1.79
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 84.17
TOTAL STREAM AREA(ACRES) = 89.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 126.65
**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1147.00
ELEVATION DATA: UPSTREAM(FEET) = 2.29 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.580
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.608
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 6.00 0.25 0.500 86 22.58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 13.41
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 13.41
Date: 04/17/2025 File name: ASTAN100.RES Page 45
**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 30.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.65 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1327.00 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) = 19.86 ***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.) = 1.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14
STREET FLOW TRAVEL TIME(MIN.) = 11.14 Tc(MIN.) = 33.72
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.073
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 12.81
EFFECTIVE AREA(ACRES) = 13.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.4 PEAK FLOW RATE(CFS) = 23.32
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 2474.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 33.72
RAINFALL INTENSITY(INCH/HR) = 2.07
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.28
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 13.40
Date: 04/17/2025 File name: ASTAN100.RES Page 46
TOTAL STREAM AREA(ACRES) = 13.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.32
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 126.65 43.46 1.792 0.29( 0.13) 0.44 84.2 26.00
1 126.20 48.13 1.690 0.29( 0.13) 0.45 89.9 28.00
1 126.16 48.17 1.690 0.29( 0.13) 0.45 89.9 21.00
2 23.32 33.72 2.073 0.28( 0.14) 0.50 13.4 31.00

PEAK FLOW RATE(CFS) = 146.59 Tc(MIN.) = 43.46
EFFECTIVE AREA(ACRES) = 97.57 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 103.3
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 30.00 = 5806.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 19.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.51 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 757.00 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) = 150.04 ***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.

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

STREET FLOW DEPTH(FEET) = 1.17
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 5.19
STREET FLOW TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 46.30
Date: 04/17/2025 File name: ASTAN100.RES Page 47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.728
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 4.60 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 6.91
EFFECTIVE AREA(ACRES) = 102.17 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 107.9 PEAK FLOW RATE(CFS) = 147.09
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.16 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.42 DEPTH*VELOCITY(FT*FT/SEC.) = 5.11 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 19.00 = 6563.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 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
1 138.60 36.61 1.977 0.29( 0.13) 0.44 83.3 31.00
2 147.09 46.30 1.728 0.29( 0.13) 0.44 102.2 26.00
3 146.16 50.97 1.636 0.29( 0.13) 0.45 107.9 28.00
4 146.11 51.01 1.635 0.29( 0.13) 0.45 107.9 21.00
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 19.00 = 6563.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 248.03 20.27 2.774 0.28( 0.10) 0.37 103.2 63.00
2 301.47 31.53 2.154 0.29( 0.11) 0.39 163.9 42.00
3 306.43 32.89 2.103 0.28( 0.11) 0.39 170.9 40.00
4 318.66 39.13 1.903 0.28( 0.11) 0.39 197.4 15.10
5 325.13 43.37 1.794 0.28( 0.11) 0.38 214.4 32.10
6 325.97 44.25 1.774 0.28( 0.11) 0.38 217.5 14.00
7 325.49 45.81 1.739 0.28( 0.11) 0.38 221.9 1.00
8 320.27 48.09 1.691 0.28( 0.11) 0.38 224.9 3.10
9 309.69 51.68 1.623 0.28( 0.11) 0.38 227.3 6.00
10 293.69 57.41 1.528 0.28( 0.11) 0.38 230.1 7.10
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 19.00 = 14571.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 357.85 20.27 2.774 0.29( 0.11) 0.39 149.3 63.00
2 432.25 31.53 2.154 0.29( 0.12) 0.40 235.6 42.00
3 439.37 32.89 2.103 0.29( 0.12) 0.40 245.7 40.00
4 452.34 36.61 1.977 0.29( 0.12) 0.40 270.0 31.00
5 459.47 39.13 1.903 0.29( 0.12) 0.40 285.6 15.10
6 469.66 43.37 1.794 0.29( 0.12) 0.40 310.8 32.10
7 471.27 44.25 1.774 0.29( 0.12) 0.40 315.7 14.00
8 472.16 45.81 1.739 0.29( 0.11) 0.40 323.1 1.00
Date: 04/17/2025 File name: ASTAN100.RES Page 48
9 471.47 46.30 1.728 0.29( 0.11) 0.40 324.7 26.00
10 467.00 48.09 1.691 0.29( 0.12) 0.40 329.2 3.10
11 457.93 50.97 1.636 0.29( 0.12) 0.40 334.7 28.00
12 457.77 51.01 1.635 0.29( 0.12) 0.40 334.8 21.00
13 454.62 51.68 1.623 0.29( 0.12) 0.40 335.2 6.00
14 429.41 57.41 1.528 0.29( 0.12) 0.40 338.0 7.10
TOTAL AREA(ACRES) = 338.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 472.16 Tc(MIN.) = 45.814
EFFECTIVE AREA(ACRES) = 323.09 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 338.0
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 19.00 = 14571.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.94 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1469.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 108.0 INCH PIPE IS 79.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.41
ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 472.16
PIPE TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 48.41
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 16040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 48.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.685
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 6.10 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 8.92
EFFECTIVE AREA(ACRES) = 329.19 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 344.1 PEAK FLOW RATE(CFS) = 472.16
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1
---------------------------------------------------------------------------- Date: 04/17/2025 File name: ASTAN100.RES Page 49
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 48.41
RAINFALL INTENSITY(INCH/HR) = 1.68
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.40
EFFECTIVE STREAM AREA(ACRES) = 329.19
TOTAL STREAM AREA(ACRES) = 344.05
PEAK FLOW RATE(CFS) AT CONFLUENCE = 472.16
**************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 43.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 598.00
ELEVATION DATA: UPSTREAM(FEET) = 2.29 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.723
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.623
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 8.60 0.30 0.200 76 12.72
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 27.58
TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 27.58
**************************************************************************** FLOW PROCESS FROM NODE 43.20 TO NODE 43.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.71 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 388.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.27
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.58
PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 13.76
LONGEST FLOWPATH FROM NODE 65.00 TO NODE 43.10 = 986.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 43.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.76
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.465
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: ASTAN100.RES Page 50

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.10 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.40
EFFECTIVE AREA(ACRES) = 9.70 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 9.7 PEAK FLOW RATE(CFS) = 29.75
**************************************************************************** FLOW PROCESS FROM NODE 43.10 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.97 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 296.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.74
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.75
PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.32
LONGEST FLOWPATH FROM NODE 65.00 TO NODE 20.00 = 1282.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 14.32
RAINFALL INTENSITY(INCH/HR) = 3.39
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.19
EFFECTIVE STREAM AREA(ACRES) = 9.70
TOTAL STREAM AREA(ACRES) = 9.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.75
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 357.85 23.07 2.576 0.29( 0.11) 0.38 155.4 63.00
1 432.25 34.22 2.055 0.29( 0.11) 0.40 241.7 42.00
1 439.37 35.57 2.010 0.29( 0.11) 0.40 251.8 40.00
1 452.34 39.29 1.899 0.29( 0.11) 0.40 276.1 31.00
1 459.47 41.74 1.834 0.29( 0.11) 0.40 291.7 15.10
1 469.66 45.97 1.735 0.29( 0.11) 0.40 316.9 32.10
1 471.27 46.85 1.717 0.29( 0.11) 0.40 321.8 14.00
1 472.16 48.41 1.685 0.29( 0.11) 0.40 329.2 1.00
1 471.47 48.90 1.675 0.29( 0.11) 0.40 330.8 26.00
1 467.00 50.69 1.641 0.29( 0.11) 0.40 335.3 3.10
1 457.93 53.59 1.590 0.29( 0.11) 0.40 340.8 28.00
1 457.77 53.63 1.589 0.29( 0.11) 0.40 340.9 21.00
1 454.62 54.36 1.576 0.29( 0.11) 0.40 341.3 6.00
1 429.41 60.09 1.488 0.29( 0.12) 0.40 344.1 7.10
Date: 04/17/2025 File name: ASTAN100.RES Page 51
2 29.75 14.32 3.386 0.30( 0.06) 0.19 9.7 65.00

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
1 324.78 14.32 3.386 0.29( 0.11) 0.37 106.2 65.00
2 380.37 23.07 2.576 0.29( 0.11) 0.37 165.1 63.00
3 450.11 34.22 2.055 0.29( 0.11) 0.39 251.4 42.00
4 456.83 35.57 2.010 0.29( 0.11) 0.39 261.5 40.00
5 468.80 39.29 1.899 0.29( 0.11) 0.39 285.8 31.00
6 475.35 41.74 1.834 0.29( 0.11) 0.39 301.4 15.10
7 484.66 45.97 1.735 0.29( 0.11) 0.39 326.6 32.10
8 486.10 46.85 1.717 0.29( 0.11) 0.39 331.5 14.00
9 486.71 48.41 1.685 0.29( 0.11) 0.39 338.9 1.00
10 485.94 48.90 1.675 0.29( 0.11) 0.39 340.5 26.00
11 481.16 50.69 1.641 0.29( 0.11) 0.39 345.0 3.10
12 471.63 53.59 1.590 0.29( 0.11) 0.39 350.5 28.00
13 471.46 53.63 1.589 0.29( 0.11) 0.39 350.6 21.00
14 468.20 54.36 1.576 0.29( 0.11) 0.39 351.0 6.00
15 442.21 60.09 1.488 0.29( 0.11) 0.39 353.8 7.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 486.71 Tc(MIN.) = 48.41
EFFECTIVE AREA(ACRES) = 338.89 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 353.8
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 16040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 35.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1102.00
ELEVATION DATA: UPSTREAM(FEET) = 2.20 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.222
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.632
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 22.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 18.32
TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 18.32
Date: 04/17/2025 File name: ASTAN100.RES Page 52
**************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 7.05 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1762.00 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) = 30.94 ***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.) = 2.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.72
STREET FLOW TRAVEL TIME(MIN.) = 10.05 Tc(MIN.) = 32.27
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.126
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 13.60 0.30 0.250 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 25.10 EFFECTIVE AREA(ACRES) = 21.80 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 21.8 PEAK FLOW RATE(CFS) = 39.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.23 DEPTH*VELOCITY(FT*FT/SEC.) = 2.04 LONGEST FLOWPATH FROM NODE 52.00 TO NODE 36.00 = 2864.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.94 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 971.00 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: ASTAN100.RES Page 53
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 44.98 ***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.) = 2.75
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.02
STREET FLOW TRAVEL TIME(MIN.) = 5.88 Tc(MIN.) = 38.15
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.931
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 6.20 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 10.61
EFFECTIVE AREA(ACRES) = 28.00 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 28.0 PEAK FLOW RATE(CFS) = 46.47
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY(FT*FT/SEC.) = 2.07 LONGEST FLOWPATH FROM NODE 52.00 TO NODE 37.00 = 3835.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.79 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 369.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.42
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.47
PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 39.28
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 38.00 = 4204.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 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.) = 39.28
RAINFALL INTENSITY(INCH/HR) = 1.90
AREA-AVERAGED Fm(INCH/HR) = 0.09
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.29
Date: 04/17/2025 File name: ASTAN100.RES Page 54
EFFECTIVE STREAM AREA(ACRES) = 28.00
TOTAL STREAM AREA(ACRES) = 28.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.47
**************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 44.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1033.00
ELEVATION DATA: UPSTREAM(FEET) = 2.09 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.596
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.676
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.00 0.30 0.500 76 21.60
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 13.64
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 13.64
**************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 39.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1552.00 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) = 28.85 ***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.) = 2.30
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47
STREET FLOW TRAVEL TIME(MIN.) = 11.24 Tc(MIN.) = 32.84
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.104
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 17.10 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: ASTAN100.RES Page 55
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 17.10 SUBAREA RUNOFF(CFS) = 30.08 EFFECTIVE AREA(ACRES) = 23.10 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 23.1 PEAK FLOW RATE(CFS) = 40.63
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1552.0 FT WITH ELEVATION-DROP = 3.1 FT, IS 35.1 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 39.00 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 39.00 = 2585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 38.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.07 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1536.00 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) = 47.29 ***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) = 0.75
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.09
STREET FLOW TRAVEL TIME(MIN.) = 9.11 Tc(MIN.) = 41.95
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.829
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 20.00 Date: 04/17/2025 File name: ASTAN100.RES Page 56
FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY(FT*FT/SEC.) = 2.12 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 38.00 = 4121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 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.) = 41.95
RAINFALL INTENSITY(INCH/HR) = 1.83
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 31.90
TOTAL STREAM AREA(ACRES) = 31.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.20
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 46.47 39.28 1.899 0.30( 0.09) 0.29 28.0 52.00
2 48.20 41.95 1.829 0.30( 0.15) 0.50 31.9 55.00

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 93.49 39.28 1.899 0.30( 0.12) 0.40 57.9 52.00
2 92.87 41.95 1.829 0.30( 0.12) 0.40 59.9 55.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 93.49 Tc(MIN.) = 39.28
EFFECTIVE AREA(ACRES) = 57.87 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 59.9
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 38.00 = 4204.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 45.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.83 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.20
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.49
PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 40.40
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 45.00 = 4619.00 FEET. **************************************************************************** Date: 04/17/2025 File name: ASTAN100.RES Page 57
FLOW PROCESS FROM NODE 59.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 40.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.869
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 1.70
EFFECTIVE AREA(ACRES) = 58.97 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 61.0 PEAK FLOW RATE(CFS) = 93.49
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 40.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.869
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 18.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 28.46 EFFECTIVE AREA(ACRES) = 77.37 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 79.4 PEAK FLOW RATE(CFS) = 121.27
**************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1602.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.62
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 121.27
PIPE TRAVEL TIME(MIN.) = 4.03 Tc(MIN.) = 44.43
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 20.00 = 6221.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ Date: 04/17/2025 File name: ASTAN100.RES Page 58
MAINLINE Tc(MIN.) = 44.43
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.770
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.75 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.17
EFFECTIVE AREA(ACRES) = 78.12 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 80.2 PEAK FLOW RATE(CFS) = 121.27
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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
1 121.27 44.43 1.770 0.30( 0.13) 0.42 78.1 52.00
2 119.60 47.11 1.711 0.30( 0.13) 0.42 80.2 55.00
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 20.00 = 6221.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 324.78 14.32 3.386 0.29( 0.11) 0.37 106.2 65.00
2 380.37 23.07 2.576 0.29( 0.11) 0.37 165.1 63.00
3 450.11 34.22 2.055 0.29( 0.11) 0.39 251.4 42.00
4 456.83 35.57 2.010 0.29( 0.11) 0.39 261.5 40.00
5 468.80 39.29 1.899 0.29( 0.11) 0.39 285.8 31.00
6 475.35 41.74 1.834 0.29( 0.11) 0.39 301.4 15.10
7 484.66 45.97 1.735 0.29( 0.11) 0.39 326.6 32.10
8 486.10 46.85 1.717 0.29( 0.11) 0.39 331.5 14.00
9 486.71 48.41 1.685 0.29( 0.11) 0.39 338.9 1.00
10 485.94 48.90 1.675 0.29( 0.11) 0.39 340.5 26.00
11 481.16 50.69 1.641 0.29( 0.11) 0.39 345.0 3.10
12 471.63 53.59 1.590 0.29( 0.11) 0.39 350.5 28.00
13 471.46 53.63 1.589 0.29( 0.11) 0.39 350.6 21.00
14 468.20 54.36 1.576 0.29( 0.11) 0.39 351.0 6.00
15 442.21 60.09 1.488 0.29( 0.11) 0.39 353.8 7.10
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 16040.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 402.30 14.32 3.386 0.29( 0.11) 0.38 131.4 65.00
2 474.24 23.07 2.576 0.29( 0.11) 0.38 205.7 63.00
3 559.74 34.22 2.055 0.29( 0.11) 0.40 311.6 42.00
4 568.12 35.57 2.010 0.29( 0.11) 0.40 324.0 40.00
5 584.47 39.29 1.899 0.29( 0.12) 0.40 354.9 31.00
6 593.74 41.74 1.834 0.29( 0.12) 0.40 374.8 15.10
7 602.55 44.43 1.770 0.29( 0.12) 0.40 395.6 52.00
8 604.97 45.97 1.735 0.29( 0.12) 0.40 405.9 32.10
Date: 04/17/2025 File name: ASTAN100.RES Page 59
9 605.86 46.85 1.717 0.29( 0.12) 0.40 411.5 14.00
10 605.81 47.11 1.711 0.29( 0.12) 0.40 412.9 55.00
11 604.31 48.41 1.685 0.29( 0.12) 0.40 419.0 1.00
12 602.81 48.90 1.675 0.29( 0.12) 0.40 420.6 26.00
13 595.45 50.69 1.641 0.29( 0.12) 0.40 425.2 3.10
14 582.04 53.59 1.590 0.29( 0.12) 0.40 430.7 28.00
15 581.82 53.63 1.589 0.29( 0.12) 0.40 430.7 21.00
16 577.63 54.36 1.576 0.29( 0.12) 0.40 431.2 6.00
17 544.99 60.09 1.488 0.29( 0.12) 0.40 433.9 7.10
TOTAL AREA(ACRES) = 433.9
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 605.86 Tc(MIN.) = 46.853
EFFECTIVE AREA(ACRES) = 411.48 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 433.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 16040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 433.9 TC(MIN.) = 46.85
EFFECTIVE AREA(ACRES) = 411.48 AREA-AVERAGED Fm(INCH/HR)= 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.397 PEAK FLOW RATE(CFS) = 605.86
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 402.30 14.32 3.386 0.29( 0.11) 0.38 131.4 65.00
2 474.24 23.07 2.576 0.29( 0.11) 0.38 205.7 63.00
3 559.74 34.22 2.055 0.29( 0.11) 0.40 311.6 42.00
4 568.12 35.57 2.010 0.29( 0.11) 0.40 324.0 40.00
5 584.47 39.29 1.899 0.29( 0.12) 0.40 354.9 31.00
6 593.74 41.74 1.834 0.29( 0.12) 0.40 374.8 15.10
7 602.55 44.43 1.770 0.29( 0.12) 0.40 395.6 52.00
8 604.97 45.97 1.735 0.29( 0.12) 0.40 405.9 32.10
9 605.86 46.85 1.717 0.29( 0.12) 0.40 411.5 14.00
10 605.81 47.11 1.711 0.29( 0.12) 0.40 412.9 55.00
11 604.31 48.41 1.685 0.29( 0.12) 0.40 419.0 1.00
12 602.81 48.90 1.675 0.29( 0.12) 0.40 420.6 26.00
13 595.45 50.69 1.641 0.29( 0.12) 0.40 425.2 3.10
14 582.04 53.59 1.590 0.29( 0.12) 0.40 430.7 28.00
15 581.82 53.63 1.589 0.29( 0.12) 0.40 430.7 21.00
16 577.63 54.36 1.576 0.29( 0.12) 0.40 431.2 6.00
17 544.99 60.09 1.488 0.29( 0.12) 0.40 433.9 7.10
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: ASTAN100.RES Page 60
Date: 04/17/2025 File name: ASTAN100.RES Page 61
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA B (EXISTING CONDITION) *
* 100-YEAR STORM, NODE 100 TO NODE 147 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTAN100.DAT
TIME/DATE OF STUDY: 14:13 03/13/2024
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
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) III 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 100.00 TO NODE 100.00 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) = 2.00 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN100.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.795
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.812
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.20 0.30 0.600 76 19.79
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 21.80
TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 21.80
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1100.00 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) = 24.98 ***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.) = 2.33
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38
STREET FLOW TRAVEL TIME(MIN.) = 7.87 Tc(MIN.) = 27.67
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.321
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 3.30 0.30 0.600 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 6.36
EFFECTIVE AREA(ACRES) = 12.50 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.5 PEAK FLOW RATE(CFS) = 24.09
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 101.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
Date: 04/17/2025 File name: BSTAN100.RES Page 2
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 27.67
RAINFALL INTENSITY(INCH/HR) = 2.32
AREA-AVERAGED Fm(INCH/HR) = 0.18
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.60
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.09
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 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.) = 21.643
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.672
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.70 0.30 0.600 76 21.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 21.76
TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 21.76
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.74 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 830.00 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) = 26.25 ***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.) = 2.25
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39
STREET FLOW TRAVEL TIME(MIN.) = 6.15 Tc(MIN.) = 27.79
Date: 04/17/2025 File name: BSTAN100.RES Page 3
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.316
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 103.00 = 1830.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 101.00 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.) = 27.79
RAINFALL INTENSITY(INCH/HR) = 2.32
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.57
EFFECTIVE STREAM AREA(ACRES) = 14.30
TOTAL STREAM AREA(ACRES) = 14.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.61
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
ELEVATION DATA: UPSTREAM(FEET) = 0.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.734
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.994
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.90 0.30 0.500 76 10.73
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 3.11
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.11
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 101.00 IS CODE = 1 Date: 04/17/2025 File name: BSTAN100.RES Page 4
---------------------------------------------------------------------------- >>>>>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.) = 10.73
RAINFALL INTENSITY(INCH/HR) = 3.99
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 0.90
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.11
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 24.09 27.67 2.321 0.30( 0.18) 0.60 12.5 100.00
2 27.61 27.79 2.316 0.30( 0.17) 0.57 14.3 102.00
3 3.11 10.73 3.994 0.30( 0.15) 0.50 0.9 104.00

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 38.77 10.73 3.994 0.30( 0.17) 0.58 11.3 104.00
2 53.41 27.67 2.321 0.30( 0.17) 0.58 27.6 100.00
3 53.39 27.79 2.316 0.30( 0.17) 0.58 27.7 102.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 53.41 Tc(MIN.) = 27.67
EFFECTIVE AREA(ACRES) = 27.64 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 27.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 101.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1650.00 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) = 61.97 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: BSTAN100.RES Page 5
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.) = 3.26
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.61
STREET FLOW TRAVEL TIME(MIN.) = 8.42 Tc(MIN.) = 36.09
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.993
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 17.09 EFFECTIVE AREA(ACRES) = 37.94 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 38.0 PEAK FLOW RATE(CFS) = 62.35
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY(FT*FT/SEC.) = 2.62 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 3550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 36.09
RAINFALL INTENSITY(INCH/HR) = 1.99
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.56
EFFECTIVE STREAM AREA(ACRES) = 37.94
TOTAL STREAM AREA(ACRES) = 38.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.35
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 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) = 2.25 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.191
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.781
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Date: 04/17/2025 File name: BSTAN100.RES Page 6
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 4.90 0.30 0.600 76 20.19
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 11.47
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 11.47
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.20 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 860.00 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) = 28.69 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52
STREET FLOW TRAVEL TIME(MIN.) = 5.78 Tc(MIN.) = 25.97
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.407
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 17.10 0.30 0.600 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 17.10 SUBAREA RUNOFF(CFS) = 34.28 EFFECTIVE AREA(ACRES) = 22.00 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 22.0 PEAK FLOW RATE(CFS) = 44.10
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY(FT*FT/SEC.) = 2.05 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 860.0 FT WITH ELEVATION-DROP = 2.2 FT, IS 39.9 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 113.00 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 113.00 = 1720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN100.RES Page 7
UPSTREAM ELEVATION(FEET) = 1.25 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 540.00 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) = 57.93 ***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) = 0.78
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.48
STREET FLOW TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 28.79
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.269
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 14.50 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 14.50 SUBAREA RUNOFF(CFS) = 27.65 EFFECTIVE AREA(ACRES) = 36.50 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 36.5 PEAK FLOW RATE(CFS) = 69.01
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.83 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH*VELOCITY(FT*FT/SEC.) = 2.83 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 540.0 FT WITH ELEVATION-DROP = 1.2 FT, IS 39.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 105.00 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 105.00 = 2260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 28.79
RAINFALL INTENSITY(INCH/HR) = 2.27
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.56
EFFECTIVE STREAM AREA(ACRES) = 36.50
TOTAL STREAM AREA(ACRES) = 36.50
Date: 04/17/2025 File name: BSTAN100.RES Page 8
PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.01
**************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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) = 1.80 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.768
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.463
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.30 0.30 0.100 76 13.77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 10.20
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 10.20
**************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 115.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.77
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.463
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.00 0.30 0.100 76
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) = 6.18
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) = 16.37
**************************************************************************** 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 Date: 04/17/2025 File name: BSTAN100.RES Page 9
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 25.96
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52
STREET FLOW TRAVEL TIME(MIN.) = 6.69 Tc(MIN.) = 20.45
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.760
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 10.90 0.30 0.100 76
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) = 26.78 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) = 39.81
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 29.01 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.78 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.) = 20.45
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.760
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.30 0.100 76
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) = 2.95
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) = 42.75
**************************************************************************** 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 Date: 04/17/2025 File name: BSTAN100.RES Page 10
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.67 ***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) = 0.71
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.01
STREET FLOW TRAVEL TIME(MIN.) = 2.52 Tc(MIN.) = 22.98
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.582
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.80 0.30 0.100 76
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) = 1.84
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) = 42.75
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC.) = 1.98 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.) = 22.98
RAINFALL INTENSITY(INCH/HR) = 2.58
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 = 42.75
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 51.42 19.82 2.810 0.30( 0.16) 0.54 21.6 104.00
1 62.35 36.09 1.993 0.30( 0.17) 0.56 37.9 100.00
1 62.31 36.22 1.990 0.30( 0.17) 0.56 38.0 102.00
2 69.01 28.79 2.269 0.30( 0.17) 0.56 36.5 112.00
3 42.75 22.98 2.582 0.30( 0.03) 0.10 18.2 115.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
Date: 04/17/2025 File name: BSTAN100.RES Page 11
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
1 151.35 19.82 2.810 0.30( 0.13) 0.44 62.4 104.00
2 159.29 22.98 2.582 0.30( 0.13) 0.44 72.1 115.00
3 163.96 28.79 2.269 0.30( 0.14) 0.46 85.3 112.00
4 155.20 36.09 1.993 0.30( 0.14) 0.47 92.6 100.00
5 154.97 36.22 1.990 0.30( 0.14) 0.47 92.7 102.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 163.96 Tc(MIN.) = 28.79
EFFECTIVE AREA(ACRES) = 85.30 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) = 163.96 ***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) = 1.08
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.41
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 5.85
STREET FLOW TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 29.75
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.227
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 85.30 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) = 163.96
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.08 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.41 DEPTH*VELOCITY(FT*FT/SEC.) = 5.85 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 184.00 = 3860.00 FEET.

Date: 04/17/2025 File name: BSTAN100.RES Page 12
**************************************************************************** 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.) = 29.75
RAINFALL INTENSITY(INCH/HR) = 2.23
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.46
EFFECTIVE STREAM AREA(ACRES) = 85.30
TOTAL STREAM AREA(ACRES) = 92.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 163.96
**************************************************************************** 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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.693
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 21.35
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 21.03
TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 21.03
**************************************************************************** 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) = 24.22 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

Date: 04/17/2025 File name: BSTAN100.RES Page 13
STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.30
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.35
STREET FLOW TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 22.80
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.593
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.90 0.30 0.500 76
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) = 6.38
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) = 26.58
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 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) = 31.81 ***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.) = 2.51
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.61
STREET FLOW TRAVEL TIME(MIN.) = 4.45 Tc(MIN.) = 27.26
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.341
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 10.45
EFFECTIVE AREA(ACRES) = 17.50 AREA-AVERAGED Fm(INCH/HR) = 0.17 Date: 04/17/2025 File name: BSTAN100.RES Page 14
AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 17.5 PEAK FLOW RATE(CFS) = 34.26
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.58 DEPTH*VELOCITY(FT*FT/SEC.) = 1.69 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 ---------------------------------------------------------------------------- >>>>>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) = 38.91 ***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) = 0.68
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.85
STREET FLOW TRAVEL TIME(MIN.) = 3.76 Tc(MIN.) = 31.02
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.174
SUBAREA LOSS RATE DATA(AMC III):

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.) = 2.76 DEPTH*VELOCITY(FT*FT/SEC.) = 1.92 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 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN100.RES Page 15
>>>>>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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 42.50 ***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) = 0.70
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.97
STREET FLOW TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 33.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.095
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 3.15
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) = 42.46
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.97 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.) = 33.10
RAINFALL INTENSITY(INCH/HR) = 2.09
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
Date: 04/17/2025 File name: BSTAN100.RES Page 16
TOTAL STREAM AREA(ACRES) = 24.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.46
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 151.35 20.81 2.733 0.30( 0.13) 0.44 62.4 104.00
1 159.29 23.94 2.522 0.30( 0.13) 0.44 72.1 115.00
1 163.96 29.75 2.227 0.30( 0.14) 0.46 85.3 112.00
1 155.20 37.07 1.963 0.30( 0.14) 0.47 92.6 100.00
1 154.97 37.20 1.959 0.30( 0.14) 0.47 92.7 102.00
2 42.46 33.10 2.095 0.30( 0.16) 0.54 24.4 106.00

PEAK FLOW RATE(CFS) = 204.73 Tc(MIN.) = 29.75
EFFECTIVE AREA(ACRES) = 107.23 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) = 210.71 ***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) = 1.19
Date: 04/17/2025 File name: BSTAN100.RES Page 17
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 7.24
STREET FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 31.30
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.163
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 11.96
EFFECTIVE AREA(ACRES) = 113.83 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) = 206.96
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.18 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.04 DEPTH*VELOCITY(FT*FT/SEC.) = 7.13 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) = 206.96 ***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) = 1.18
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.06
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 7.14
STREET FLOW TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 31.52
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.154
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 113.83 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) = 206.96
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
Date: 04/17/2025 File name: BSTAN100.RES Page 18
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.18 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.06 DEPTH*VELOCITY(FT*FT/SEC.) = 7.14 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.) = 31.52
RAINFALL INTENSITY(INCH/HR) = 2.15
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.48
EFFECTIVE STREAM AREA(ACRES) = 113.83
TOTAL STREAM AREA(ACRES) = 123.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 206.96
**************************************************************************** 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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.685
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 21.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 16.00
TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 16.00
**************************************************************************** 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 Date: 04/17/2025 File name: BSTAN100.RES Page 19
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.58
HALFSTREET FLOOD WIDTH(FEET) = 24.56
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18
STREET FLOW TRAVEL TIME(MIN.) = 4.12 Tc(MIN.) = 25.59
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.428
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 11.07
EFFECTIVE AREA(ACRES) = 12.50 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 12.5 PEAK FLOW RATE(CFS) = 25.43
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 26.20 FLOW VELOCITY(FEET/SEC.) = 2.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 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) = 33.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 28.78
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.50
STREET FLOW TRAVEL TIME(MIN.) = 7.65 Tc(MIN.) = 33.23
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.090
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.40 0.30 0.200 76
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) = 15.35
Date: 04/17/2025 File name: BSTAN100.RES Page 20
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) = 36.98
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 30.07 FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 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.) = 33.23
RAINFALL INTENSITY(INCH/HR) = 2.09
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 = 36.98
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 188.35 22.64 2.604 0.30( 0.14) 0.46 84.3 104.00
1 198.83 25.74 2.420 0.30( 0.14) 0.46 96.3 115.00
1 206.96 31.52 2.154 0.30( 0.14) 0.48 113.8 112.00
1 204.21 34.88 2.033 0.30( 0.14) 0.48 119.7 106.00
1 197.12 38.88 1.910 0.30( 0.15) 0.48 123.6 100.00
1 196.82 39.00 1.907 0.30( 0.15) 0.48 123.7 102.00
2 36.98 33.23 2.090 0.30( 0.12) 0.41 20.9 121.00

PEAK FLOW RATE(CFS) = 243.18 Tc(MIN.) = 31.52
EFFECTIVE AREA(ACRES) = 133.65 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.

Date: 04/17/2025 File name: BSTAN100.RES Page 21
**************************************************************************** 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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.787
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 20.11
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 12.34
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 12.34
**************************************************************************** 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) = 18.55 ***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.) = 1.13
STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 22.53
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.612
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN100.RES Page 22
"5-7 DWELLINGS/ACRE" B 5.60 0.30 0.500 76
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) = 12.41
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) = 23.93
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 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)<<<<<
============================================================================ 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) = 27.45 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.45
STREET FLOW TRAVEL TIME(MIN.) = 4.09 Tc(MIN.) = 26.62
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.374
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 7.03
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) = 28.65
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY(FT*FT/SEC.) = 1.50 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 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN100.RES Page 23
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 26.62
RAINFALL INTENSITY(INCH/HR) = 2.37
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 = 28.65
**************************************************************************** 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<< ============================================================================ 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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.810
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 19.83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.90
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 7.90
**************************************************************************** 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) = 12.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.48
HALFSTREET FLOOD WIDTH(FEET) = 18.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93
Date: 04/17/2025 File name: BSTAN100.RES Page 24
STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 21.08
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.713
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 9.00
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) = 16.61
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 129.00 TO NODE 130.00 = 1070.00 FEET. **************************************************************************** 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) = 21.63 ***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.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25
STREET FLOW TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 23.90
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.524
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 10.04
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) = 25.43
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: BSTAN100.RES Page 25
DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.33 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39 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
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) = 26.55 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43
STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 25.81
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.416
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43 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.) = 25.81
RAINFALL INTENSITY(INCH/HR) = 2.42
AREA-AVERAGED Fm(INCH/HR) = 0.15
Date: 04/17/2025 File name: BSTAN100.RES Page 26
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 = 26.51
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 28.65 26.62 2.374 0.30( 0.13) 0.44 14.2 124.00
2 26.51 25.81 2.416 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
1 54.81 25.81 2.416 0.30( 0.14) 0.47 26.8 129.00
2 54.66 26.62 2.374 0.30( 0.14) 0.47 27.2 124.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 54.81 Tc(MIN.) = 25.81
EFFECTIVE AREA(ACRES) = 26.77 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) = 58.44 ***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) = 0.78
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.20
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.50
STREET FLOW TRAVEL TIME(MIN.) = 6.66 Tc(MIN.) = 32.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.118
Date: 04/17/2025 File name: BSTAN100.RES Page 27
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 7.26
EFFECTIVE AREA(ACRES) = 30.87 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 31.3 PEAK FLOW RATE(CFS) = 54.90
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.13 DEPTH*VELOCITY(FT*FT/SEC.) = 2.39 LONGEST FLOWPATH FROM NODE 124.00 TO NODE 133.00 = 3140.00 FEET. **************************************************************************** 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.) = 32.48
RAINFALL INTENSITY(INCH/HR) = 2.12
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.47
EFFECTIVE STREAM AREA(ACRES) = 30.87
TOTAL STREAM AREA(ACRES) = 31.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.90
**************************************************************************** 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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.100
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 16.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 11.61
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 11.61
**************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 133.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: BSTAN100.RES Page 28
>>>>>(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) = 17.50 ***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.) = 1.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08
STREET FLOW TRAVEL TIME(MIN.) = 13.71 Tc(MIN.) = 30.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.199
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 11.55
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) = 19.75
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 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.) = 30.41
RAINFALL INTENSITY(INCH/HR) = 2.20
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 = 19.75
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
Date: 04/17/2025 File name: BSTAN100.RES Page 29
1 54.90 32.48 2.118 0.30( 0.14) 0.47 30.9 129.00
1 54.83 33.28 2.088 0.30( 0.14) 0.47 31.3 124.00
2 19.75 30.41 2.199 0.30( 0.17) 0.56 10.8 185.00

PEAK FLOW RATE(CFS) = 73.85 Tc(MIN.) = 32.48
EFFECTIVE AREA(ACRES) = 41.67 AREA-AVERAGED Fm(INCH/HR) = 0.15 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) = 85.71 ***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) = 0.99
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.20
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.18
STREET FLOW TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = 35.08
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.026
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 13.20 0.30 0.100 76
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) = 23.72 Date: 04/17/2025 File name: BSTAN100.RES Page 30
EFFECTIVE AREA(ACRES) = 54.87 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) = 94.13
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.03 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH*VELOCITY(FT*FT/SEC.) = 3.43 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 500.0 FT WITH ELEVATION-DROP = 0.7 FT, IS 41.1 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 94.22 33.02 2.098 0.30( 0.12) 0.40 52.9 185.00
2 94.13 35.08 2.026 0.30( 0.12) 0.40 54.9 129.00
3 93.55 35.89 2.000 0.30( 0.12) 0.40 55.3 124.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 94.22 Tc(MIN.) = 33.02
AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 EFFECTIVE AREA(ACRES) = 52.91
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) = 104.37 ***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) = 1.08
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.73
STREET FLOW TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 35.09
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.026
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 11.30 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: BSTAN100.RES Page 31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 11.30 SUBAREA RUNOFF(CFS) = 20.30 EFFECTIVE AREA(ACRES) = 64.21 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) = 111.09
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.11 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.55 DEPTH*VELOCITY(FT*FT/SEC.) = 3.93 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 430.0 FT WITH ELEVATION-DROP = 0.6 FT, IS 36.4 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 ---------------------------------------------------------------------------- >>>>>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 66.0 INCH PIPE IS 49.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.88
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 111.09
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 35.20
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
1 111.09 35.20 2.022 0.30( 0.10) 0.35 64.2 185.00
2 110.52 37.27 1.957 0.30( 0.10) 0.35 66.2 129.00
3 109.77 38.09 1.933 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
1 220.13 22.64 2.604 0.30( 0.14) 0.45 98.6 104.00
2 232.27 25.74 2.420 0.30( 0.14) 0.45 112.5 115.00
3 243.18 31.52 2.154 0.30( 0.14) 0.47 133.6 112.00
4 242.54 33.23 2.090 0.30( 0.14) 0.47 137.7 121.00
5 240.11 34.88 2.033 0.30( 0.14) 0.47 140.6 106.00
6 230.72 38.88 1.910 0.30( 0.14) 0.47 144.5 100.00
7 230.35 39.00 1.907 0.30( 0.14) 0.47 144.6 102.00
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
Date: 04/17/2025 File name: BSTAN100.RES Page 32
1 313.25 22.64 2.604 0.30( 0.13) 0.42 139.9 104.00
2 330.32 25.74 2.420 0.30( 0.13) 0.42 159.4 115.00
3 349.51 31.52 2.154 0.30( 0.13) 0.43 191.1 112.00
4 351.12 33.23 2.090 0.30( 0.13) 0.43 198.3 121.00
5 350.80 34.88 2.033 0.30( 0.13) 0.43 204.2 106.00
6 350.45 35.20 2.022 0.30( 0.13) 0.43 205.1 185.00
7 345.02 37.27 1.957 0.30( 0.13) 0.43 209.1 129.00
8 342.34 38.09 1.933 0.30( 0.13) 0.43 210.4 124.00
9 339.14 38.88 1.910 0.30( 0.13) 0.43 211.1 100.00
10 338.56 39.00 1.907 0.30( 0.13) 0.43 211.2 102.00
TOTAL AREA(ACRES) = 211.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 351.12 Tc(MIN.) = 33.231
EFFECTIVE AREA(ACRES) = 198.31 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 211.2
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 90.0 INCH PIPE IS 69.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.58
ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 351.12
PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 34.40
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.) = 34.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.049
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 5.13
EFFECTIVE AREA(ACRES) = 201.31 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) = 351.12
Date: 04/17/2025 File name: BSTAN100.RES Page 33
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 90.0 INCH PIPE IS 70.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.50
ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 351.12
PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 35.12
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 143.00 = 5585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.12
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.025
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 7.30 0.30 0.200 76
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) = 12.91
EFFECTIVE AREA(ACRES) = 208.61 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) = 356.34
**************************************************************************** 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 87.0 INCH PIPE IS 68.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.19
ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 356.34
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 35.22
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.) = 35.22
Date: 04/17/2025 File name: BSTAN100.RES Page 34
RAINFALL INTENSITY(INCH/HR) = 2.02
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
EFFECTIVE STREAM AREA(ACRES) = 208.61
TOTAL STREAM AREA(ACRES) = 221.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 356.34
**************************************************************************** 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 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.551
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.833
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 19.55
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 14.97
TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 14.97
**************************************************************************** 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) = 19.72 ***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.) = 2.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19
STREET FLOW TRAVEL TIME(MIN.) = 5.84 Tc(MIN.) = 25.39
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.438
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: BSTAN100.RES Page 35

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

DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 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 ---------------------------------------------------------------------------- >>>>>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.) = 25.39
RAINFALL INTENSITY(INCH/HR) = 2.44
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 = 22.24
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 319.12 24.68 2.479 0.30( 0.12) 0.41 150.2 104.00
1 335.74 27.77 2.317 0.30( 0.12) 0.41 169.7 115.00
1 354.80 33.51 2.080 0.30( 0.13) 0.42 201.4 112.00
1 356.34 35.22 2.022 0.30( 0.13) 0.42 208.6 121.00
1 356.17 36.87 1.969 0.30( 0.13) 0.42 214.5 106.00
1 355.77 37.19 1.959 0.30( 0.13) 0.42 215.4 185.00
1 350.41 39.26 1.900 0.30( 0.13) 0.43 219.4 129.00
1 347.90 40.08 1.877 0.30( 0.13) 0.43 220.7 124.00
1 344.82 40.89 1.856 0.30( 0.13) 0.43 221.4 100.00
1 344.26 41.02 1.853 0.30( 0.13) 0.43 221.5 102.00
2 22.24 25.39 2.438 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
1 341.12 24.68 2.479 0.30( 0.13) 0.42 160.7 104.00
2 345.21 25.39 2.438 0.30( 0.13) 0.42 165.5 141.00
3 356.80 27.77 2.317 0.30( 0.13) 0.42 180.5 115.00
4 373.56 33.51 2.080 0.30( 0.13) 0.43 212.2 112.00
5 374.53 35.22 2.022 0.30( 0.13) 0.43 219.4 121.00
Date: 04/17/2025 File name: BSTAN100.RES Page 36
6 373.86 36.87 1.969 0.30( 0.13) 0.43 225.3 106.00
7 373.36 37.19 1.959 0.30( 0.13) 0.43 226.2 185.00
8 367.42 39.26 1.900 0.30( 0.13) 0.43 230.2 129.00
9 364.69 40.08 1.877 0.30( 0.13) 0.43 231.5 124.00
10 361.40 40.89 1.856 0.30( 0.13) 0.43 232.2 100.00
11 360.81 41.02 1.853 0.30( 0.13) 0.43 232.3 102.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 374.53 Tc(MIN.) = 35.22
EFFECTIVE AREA(ACRES) = 219.41 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 ---------------------------------------------------------------------------- >>>>>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 90.0 INCH PIPE IS 73.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.71
ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 374.53
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 35.61
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.) = 35.61
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.009
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 5.52
EFFECTIVE AREA(ACRES) = 222.71 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) = 376.91
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 235.6 TC(MIN.) = 35.61
EFFECTIVE AREA(ACRES) = 222.71 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.429 PEAK FLOW RATE(CFS) = 376.91
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 343.87 25.08 2.456 0.30( 0.13) 0.42 164.0 104.00
Date: 04/17/2025 File name: BSTAN100.RES Page 37
2 348.08 25.78 2.417 0.30( 0.13) 0.42 168.8 141.00
3 359.41 28.16 2.298 0.30( 0.13) 0.42 183.8 115.00
4 375.96 33.90 2.066 0.30( 0.13) 0.43 215.5 112.00
5 376.91 35.61 2.009 0.30( 0.13) 0.43 222.7 121.00
6 376.22 37.26 1.958 0.30( 0.13) 0.43 228.6 106.00
7 375.72 37.58 1.948 0.30( 0.13) 0.43 229.5 185.00
8 369.80 39.65 1.889 0.30( 0.13) 0.43 233.5 129.00
9 367.07 40.47 1.867 0.30( 0.13) 0.43 234.8 124.00
10 363.80 41.28 1.846 0.30( 0.13) 0.43 235.5 100.00
11 363.21 41.41 1.843 0.30( 0.13) 0.43 235.6 102.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: BSTAN100.RES Page 38
Date: 04/17/2025 File name: BSTAN100.RES Page 39
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA B (EXISTING CONDITION) *
* 100-YEAR STORM, NODE 145 TO NODE 999 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTA100A.DAT
TIME/DATE OF STUDY: 21:18 03/11/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
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) III 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: BSTA100A.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.275
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.774
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 20.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 21.73
TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 21.73
**************************************************************************** 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) = 25.54 ***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.) = 2.38
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41
STREET FLOW TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 23.22
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.567
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 7.61
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) = 27.63
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 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: BSTA100A.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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.750
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 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) = 8.76 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 23.22
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.567
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 8.11
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) = 35.74
**************************************************************************** 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) = 35.74 ***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.) = 2.72
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.78
STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 24.38
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.496
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) = 35.74
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
Date: 04/17/2025 File name: BSTA100A.RES Page 3
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.72 DEPTH*VELOCITY(FT*FT/SEC.) = 1.78 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 36.0 INCH PIPE IS 27.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.09
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.74
PIPE TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 25.88
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.) = 25.88
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.412
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 9.16
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) = 42.58
**************************************************************************** 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.) = 25.88
RAINFALL INTENSITY(INCH/HR) = 2.41
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 = 42.58
**************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 21 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTA100A.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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.605
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 22.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 11.71
TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 11.71
**************************************************************************** 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) = 17.87 ***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.) = 2.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19
STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 24.83
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.470
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 12.32
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) = 23.39
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: BSTA100A.RES Page 5
DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 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) = 34.62 ***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.) = 2.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.83
STREET FLOW TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 26.13
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.399
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 22.47 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) = 45.14
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.29 DEPTH*VELOCITY(FT*FT/SEC.) = 2.20 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 Date: 04/17/2025 File name: BSTA100A.RES Page 6
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) = 53.63 ***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.) = 3.52
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.48
STREET FLOW TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 27.21
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.344
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 16.98
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) = 61.00
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.71 DEPTH*VELOCITY(FT*FT/SEC.) = 2.73 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) = 61.00
FLOW VELOCITY(FEET/SEC.) = 6.03 FLOW DEPTH(FEET) = 0.83 TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 28.37
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 155.00 = 2179.00 FEET.

Date: 04/17/2025 File name: BSTA100A.RES Page 7
**************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.288
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 10.80
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) = 70.26
**************************************************************************** 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) = 74.43 ***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) = 0.84
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.04
STREET FLOW TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 31.31
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.163
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.84 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY(FT*FT/SEC.) = 3.04 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) = 78.66 ***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) = 0.90
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.44
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.08
STREET FLOW TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 32.76
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.107
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 8.45
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) = 80.82
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.91 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.48 DEPTH*VELOCITY(FT*FT/SEC.) = 3.15 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<<<<<
Date: 04/17/2025 File name: BSTA100A.RES Page 9
>>>>>(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
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) = 80.82 ***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) = 0.91
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.48
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.15
STREET FLOW TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 34.34
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.051
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) = 80.82
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.91 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.48 DEPTH*VELOCITY(FT*FT/SEC.) = 3.15 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.) = 34.34
RAINFALL INTENSITY(INCH/HR) = 2.05
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 = 80.82
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 42.58 25.88 2.412 0.30( 0.17) 0.56 21.1 145.00
Date: 04/17/2025 File name: BSTA100A.RES Page 10
2 80.82 34.34 2.051 0.30( 0.16) 0.54 46.2 151.00

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
1 115.14 25.88 2.412 0.30( 0.17) 0.55 55.9 145.00
2 116.55 34.34 2.051 0.30( 0.17) 0.55 67.3 151.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 116.55 Tc(MIN.) = 34.34
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 60.0 INCH PIPE IS 45.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.27
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 116.55
PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 35.47
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.) = 35.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.014
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 26.50 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) = 138.45
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 141.46 27.01 2.354 0.30( 0.16) 0.54 71.7 145.00
2 138.45 35.47 2.014 0.30( 0.16) 0.54 83.1 151.00
NEW PEAK FLOW DATA ARE:

Date: 04/17/2025 File name: BSTA100A.RES Page 11
PEAK FLOW RATE(CFS) = 141.46 Tc(MIN.) = 27.01
AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 EFFECTIVE AREA(ACRES) = 71.72
**************************************************************************** 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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.762
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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 76 20.43
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 24.21
TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 24.21
**************************************************************************** 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) = 37.97 ***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.) = 2.78
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.85
STREET FLOW TRAVEL TIME(MIN.) = 3.48 Tc(MIN.) = 23.91
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.524
Date: 04/17/2025 File name: BSTA100A.RES Page 12
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 12.40 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 27.50 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) = 49.50
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.08 DEPTH*VELOCITY(FT*FT/SEC.) = 2.24 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) = 56.48 ***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) = 0.76
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.46
STREET FLOW TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 26.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.380
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 13.96
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) = 60.52
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: BSTA100A.RES Page 13
DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH*VELOCITY(FT*FT/SEC.) = 2.59 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 164.00 = 2080.00 FEET. **************************************************************************** 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) = 71.98 ***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.) = 3.74
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.01
STREET FLOW TRAVEL TIME(MIN.) = 5.43 Tc(MIN.) = 31.93
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.139
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 22.91 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) = 76.91
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.82 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY(FT*FT/SEC.) = 3.17 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 Date: 04/17/2025 File name: BSTA100A.RES Page 14
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
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) = 83.03 ***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.) = 3.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.26
STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 33.18
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.092
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 12.23
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) = 87.35
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.91 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH*VELOCITY(FT*FT/SEC.) = 3.40 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) = 89.70 Date: 04/17/2025 File name: BSTA100A.RES Page 15
***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) = 0.84
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.32
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.65
STREET FLOW TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 33.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.085
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 4.70
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) = 91.74
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.85 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.36 DEPTH*VELOCITY(FT*FT/SEC.) = 3.71 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.) = 33.37
RAINFALL INTENSITY(INCH/HR) = 2.08
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 = 91.74
**************************************************************************** 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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.174
SUBAREA Tc AND LOSS RATE DATA(AMC III):

Date: 04/17/2025 File name: BSTA100A.RES Page 16
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 76 16.03
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 7.57
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 7.57
**************************************************************************** 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) = 19.13 ***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.) = 2.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17
STREET FLOW TRAVEL TIME(MIN.) = 7.39 Tc(MIN.) = 23.42
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.554
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.20 0.30 0.200 76
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) = 22.90 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) = 28.96
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 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 Date: 04/17/2025 File name: BSTA100A.RES Page 17
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) = 39.96 ***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.) = 3.13
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.01
STREET FLOW TRAVEL TIME(MIN.) = 5.33 Tc(MIN.) = 28.75
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.271
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 21.95 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) = 47.62
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY(FT*FT/SEC.) = 2.28 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) = 58.95 ***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: BSTA100A.RES Page 18
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.) = 3.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.66
STREET FLOW TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 29.66
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.231
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.10 0.30 0.500 76
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) = 22.66 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) = 69.40
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.91 DEPTH*VELOCITY(FT*FT/SEC.) = 3.00 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 200.0 FT WITH ELEVATION-DROP = 0.7 FT, IS 43.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 173.00 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) = 71.17 ***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) = 0.78
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.94
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.06
STREET FLOW TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 32.49
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.117
SUBAREA LOSS RATE DATA(AMC III):

Date: 04/17/2025 File name: BSTA100A.RES Page 19
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 76
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) = 3.54
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) = 69.40
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.91 DEPTH*VELOCITY(FT*FT/SEC.) = 3.00 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.) = 32.49
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.117
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 15.58
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) = 84.79
**************************************************************************** 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) = 84.79 ***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 Date: 04/17/2025 File name: BSTA100A.RES Page 20
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.) = 5.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.77
STREET FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 32.98
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.099
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) = 84.79
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.08 DEPTH*VELOCITY(FT*FT/SEC.) = 3.77 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.) = 32.98
RAINFALL INTENSITY(INCH/HR) = 2.10
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 = 84.79
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 91.74 33.37 2.085 0.30( 0.14) 0.48 52.5 162.00
2 84.79 32.98 2.099 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
1 176.12 32.98 2.099 0.30( 0.13) 0.45 99.2 168.00
2 175.93 33.37 2.085 0.30( 0.13) 0.45 99.8 162.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 176.12 Tc(MIN.) = 32.98
EFFECTIVE AREA(ACRES) = 99.18 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.

Date: 04/17/2025 File name: BSTA100A.RES Page 21
**************************************************************************** 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
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) = 200.33 ***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) = 1.18
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 6.91
STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 35.52
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.012
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 48.42 EFFECTIVE AREA(ACRES) = 128.08 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) = 215.97
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.22 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.05 DEPTH*VELOCITY(FT*FT/SEC.) = 7.36 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 895.0 FT WITH ELEVATION-DROP = 3.1 FT, IS 72.5 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
Date: 04/17/2025 File name: BSTA100A.RES Page 22
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 215.97 35.52 2.012 0.30( 0.14) 0.46 128.1 168.00
2 215.54 35.92 1.999 0.30( 0.14) 0.46 128.7 162.00
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
1 141.46 27.01 2.354 0.30( 0.16) 0.54 71.7 145.00
2 138.45 35.47 2.014 0.30( 0.16) 0.54 83.1 151.00
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 178.00 = 3939.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 335.63 27.01 2.354 0.30( 0.15) 0.49 169.1 145.00
2 354.28 35.47 2.014 0.30( 0.15) 0.49 211.0 151.00
3 354.28 35.52 2.012 0.30( 0.15) 0.49 211.2 168.00
4 352.91 35.92 1.999 0.30( 0.15) 0.49 211.8 162.00
TOTAL AREA(ACRES) = 211.8
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 354.28 Tc(MIN.) = 35.468
EFFECTIVE AREA(ACRES) = 210.98 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 93.0 INCH PIPE IS 72.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.02
ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 354.28
PIPE TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 36.85
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.) = 36.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.970
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: BSTA100A.RES Page 23

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 14.90 0.30 0.100 76
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) = 26.01 EFFECTIVE AREA(ACRES) = 225.88 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) = 371.99
**************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 179.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.970
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 20.00 0.30 0.100 76
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) = 34.92 EFFECTIVE AREA(ACRES) = 245.88 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) = 406.91
**************************************************************************** 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.) = 36.85
RAINFALL INTENSITY(INCH/HR) = 1.97
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 245.88
TOTAL STREAM AREA(ACRES) = 246.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 406.91
**************************************************************************** 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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.081
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
Date: 04/17/2025 File name: BSTA100A.RES Page 24
APARTMENTS B 3.90 0.30 0.200 76 16.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 10.60
TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 10.60
**************************************************************************** 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)<<<<<
============================================================================ 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) = 23.59 ***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.) = 2.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34
STREET FLOW TRAVEL TIME(MIN.) = 4.39 Tc(MIN.) = 21.28
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.698
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.90 0.30 0.200 76
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) = 25.88 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) = 35.14
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 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 39.0 INCH PIPE IS 28.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.42
Date: 04/17/2025 File name: BSTA100A.RES Page 25
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.14
PIPE TRAVEL TIME(MIN.) = 7.07 Tc(MIN.) = 28.35
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.) = 28.35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.289
SUBAREA LOSS RATE DATA(AMC III):

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 76
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) = 44.47 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) = 74.16
**************************************************************************** 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.) = 28.35
RAINFALL INTENSITY(INCH/HR) = 2.29
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 = 74.16
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 396.17 28.42 2.286 0.30( 0.13) 0.43 204.0 145.00
1 406.91 36.85 1.970 0.30( 0.13) 0.44 245.9 151.00
1 406.86 36.91 1.968 0.30( 0.13) 0.44 246.1 168.00
1 405.23 37.30 1.956 0.30( 0.13) 0.44 246.7 162.00
2 74.16 28.35 2.289 0.30( 0.11) 0.38 37.9 138.00

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
1 469.96 28.35 2.289 0.30( 0.13) 0.42 241.4 138.00
2 470.23 28.42 2.286 0.30( 0.13) 0.42 241.9 145.00
Date: 04/17/2025 File name: BSTA100A.RES Page 26
3 470.18 36.85 1.970 0.30( 0.13) 0.43 283.8 151.00
4 470.07 36.91 1.968 0.30( 0.13) 0.43 284.0 168.00
5 468.04 37.30 1.956 0.30( 0.13) 0.43 284.6 162.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 470.23 Tc(MIN.) = 28.42
EFFECTIVE AREA(ACRES) = 241.90 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. **************************************************************************** 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) = 470.23
FLOW VELOCITY(FEET/SEC.) = 7.15 FLOW DEPTH(FEET) = 5.98 TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 30.33
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:

Stanton City CouncilOctober 14, 2025

Stanton City Council
October 14, 2025