Agenda — Stanton City Council, October 14, 2025 (part 2 of 13)

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 69
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) = 9.02
EFFECTIVE AREA(ACRES) = 79.49 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) = 97.49
**************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>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 60.0 INCH PIPE IS 43.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 Date: 04/17/2025 File name: ASTAN10.RES Page 12
PIPE-FLOW(CFS) = 97.49
PIPE TRAVEL TIME(MIN.) = 4.07 Tc(MIN.) = 33.81
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.) = 33.81
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.358
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 7.50 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) = 7.50 SUBAREA RUNOFF(CFS) = 8.32
EFFECTIVE AREA(ACRES) = 86.99 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) = 98.41
**************************************************************************** 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 54.0 INCH PIPE IS 42.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.33
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 98.41
PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 34.41
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.) = 34.41
RAINFALL INTENSITY(INCH/HR) = 1.34
AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.28
AREA-AVERAGED Ap = 0.36
EFFECTIVE STREAM AREA(ACRES) = 86.99
TOTAL STREAM AREA(ACRES) = 95.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.41
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 20.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
Date: 04/17/2025 File name: ASTAN10.RES Page 13
>>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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.761
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 7.00 0.30 0.500 56 21.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.15
TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 10.15
**************************************************************************** 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) = 12.36 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84
STREET FLOW TRAVEL TIME(MIN.) = 10.27 Tc(MIN.) = 31.76
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.407
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 4.41
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) = 12.34
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.00 Date: 04/17/2025 File name: ASTAN10.RES Page 14
FLOW VELOCITY(FEET/SEC.) = 1.64 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 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.) = 31.76
RAINFALL INTENSITY(INCH/HR) = 1.41
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 = 12.34
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 98.41 34.41 1.344 0.28( 0.10) 0.36 87.0 1.00
1 97.53 36.80 1.293 0.28( 0.10) 0.36 89.9 3.10
1 94.41 40.15 1.231 0.28( 0.10) 0.36 92.1 6.00
1 88.48 46.75 1.128 0.28( 0.10) 0.37 95.2 7.10
2 12.34 31.76 1.407 0.30( 0.15) 0.50 10.9 14.00

PEAK FLOW RATE(CFS) = 110.12 Tc(MIN.) = 34.41
EFFECTIVE AREA(ACRES) = 97.89 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. **************************************************************************** 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 57.0 INCH PIPE IS 43.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.57
Date: 04/17/2025 File name: ASTAN10.RES Page 15
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 110.12
PIPE TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 36.72
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.) = 36.72
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.295
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.00 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 11.12 EFFECTIVE AREA(ACRES) = 107.89 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) = 115.84
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.72
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.295
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 11.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 12.52 EFFECTIVE AREA(ACRES) = 118.89 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) = 128.37
**************************************************************************** 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
DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.80
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 128.37
PIPE TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 38.20
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 Date: 04/17/2025 File name: ASTAN10.RES Page 16
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 38.20
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.266
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 4.62
EFFECTIVE AREA(ACRES) = 123.49 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) = 129.89
**************************************************************************** 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.) = 38.20
RAINFALL INTENSITY(INCH/HR) = 1.27
AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.34
EFFECTIVE STREAM AREA(ACRES) = 123.49
TOTAL STREAM AREA(ACRES) = 131.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 129.89
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.536
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 7.20 0.30 0.500 56 27.25
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 8.98
TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 8.98
**************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: ASTAN10.RES Page 17
>>>>>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 18.0 INCH PIPE IS 11.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.66
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.98
PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 28.31
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.) = 28.31
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.503
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 4.20 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) = 4.20 SUBAREA RUNOFF(CFS) = 5.21
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) = 13.98
**************************************************************************** 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.) = 28.31
RAINFALL INTENSITY(INCH/HR) = 1.50
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 = 13.98
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 128.44 35.55 1.319 0.29( 0.10) 0.34 116.8 14.00
1 129.89 38.20 1.266 0.29( 0.10) 0.34 123.5 1.00
1 128.05 40.59 1.223 0.29( 0.10) 0.34 126.4 3.10
1 123.76 43.98 1.168 0.29( 0.10) 0.34 128.6 6.00
1 115.85 50.66 1.077 0.29( 0.10) 0.35 131.7 7.10
2 13.98 28.31 1.503 0.28( 0.14) 0.50 11.4 15.10
Date: 04/17/2025 File name: ASTAN10.RES Page 18

PEAK FLOW RATE(CFS) = 141.43 Tc(MIN.) = 38.20
EFFECTIVE AREA(ACRES) = 134.89 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 57.0 INCH PIPE IS 43.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.76
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 141.43
PIPE TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 39.71
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.) = 39.71
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.238
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 3.20 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) = 3.20 SUBAREA RUNOFF(CFS) = 3.13
EFFECTIVE AREA(ACRES) = 138.09 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) = 141.43
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: ASTAN10.RES Page 19
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 39.71
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.238
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) = 4.31
EFFECTIVE AREA(ACRES) = 142.49 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) = 145.50
**************************************************************************** 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 69.0 INCH PIPE IS 51.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.99
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 145.50
PIPE TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) = 41.53
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.) = 41.53
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.207
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 3.60 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) = 3.60 SUBAREA RUNOFF(CFS) = 3.42
EFFECTIVE AREA(ACRES) = 146.09 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) = 145.50
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** 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 Date: 04/17/2025 File name: ASTAN10.RES Page 20
FLOW LENGTH(FEET) = 752.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.79
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 145.50
PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 42.81
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.) = 42.81
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.186
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 3.60 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 3.44
EFFECTIVE AREA(ACRES) = 149.69 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) = 145.59
**************************************************************************** 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 57.0 INCH PIPE IS 44.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.79
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 145.59
PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 43.49
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 ---------------------------------------------------------------------------- >>>>>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
Date: 04/17/2025 File name: ASTAN10.RES Page 21
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.705
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.967
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.75 0.30 0.500 56 17.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 4.50
TOTAL AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) = 4.50
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.967
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 8.34
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) = 12.84
**************************************************************************** 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) = 13.70 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.71
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90
STREET FLOW TRAVEL TIME(MIN.) = 4.08 Tc(MIN.) = 21.78
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.747
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: ASTAN10.RES Page 22
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 56
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) = 1.72
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) = 13.01
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 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.) = 21.78
RAINFALL INTENSITY(INCH/HR) = 1.75
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 = 13.01
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.105
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 15.74
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.03
TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 10.03
**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: ASTAN10.RES Page 23
>>>>>(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) = 14.53 ***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.) = 1.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 8.20 Tc(MIN.) = 23.93
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.655
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) = 8.94
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) = 16.66
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 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.) = 23.93
RAINFALL INTENSITY(INCH/HR) = 1.66
AREA-AVERAGED Fm(INCH/HR) = 0.15
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 = 16.66
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
Date: 04/17/2025 File name: ASTAN10.RES Page 24
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.01 21.78 1.747 0.30( 0.15) 0.50 9.1 42.00
2 16.66 23.93 1.655 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 29.10 21.78 1.747 0.30( 0.15) 0.50 20.2 42.00
2 28.92 23.93 1.655 0.30( 0.15) 0.50 21.3 40.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 29.10 Tc(MIN.) = 21.78
EFFECTIVE AREA(ACRES) = 20.24 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) = 34.78 ***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) = 0.67
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.) = 4.98 Tc(MIN.) = 26.76
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.553
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.00 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) = 9.00 SUBAREA RUNOFF(CFS) = 11.36
Date: 04/17/2025 File name: ASTAN10.RES Page 25
EFFECTIVE AREA(ACRES) = 29.24 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) = 36.91
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 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 36.91 26.76 1.553 0.30( 0.15) 0.50 29.2 42.00
2 36.45 28.94 1.484 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
1 136.33 33.72 1.360 0.29( 0.11) 0.38 119.2 15.10
2 144.73 40.85 1.218 0.29( 0.11) 0.37 143.0 14.00
3 145.59 43.49 1.175 0.29( 0.11) 0.37 149.7 1.00
4 143.46 45.89 1.140 0.29( 0.11) 0.37 152.6 3.10
5 138.79 49.34 1.093 0.29( 0.11) 0.37 154.8 6.00
6 130.20 56.13 1.015 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
1 161.75 26.76 1.553 0.29( 0.12) 0.41 123.9 42.00
2 165.09 28.94 1.484 0.29( 0.12) 0.40 132.7 40.00
3 169.38 33.72 1.360 0.29( 0.12) 0.40 149.6 15.10
4 173.92 40.85 1.218 0.29( 0.11) 0.39 173.3 14.00
5 173.60 43.49 1.175 0.29( 0.11) 0.39 180.0 1.00
6 170.49 45.89 1.140 0.29( 0.11) 0.39 183.0 3.10
7 164.56 49.34 1.093 0.29( 0.11) 0.39 185.1 6.00
8 153.84 56.13 1.015 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) = 173.92 Tc(MIN.) = 40.848
EFFECTIVE AREA(ACRES) = 173.33 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.39 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 <<<<<
============================================================================ Date: 04/17/2025 File name: ASTAN10.RES Page 26
**************************************************************************** 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 72.0 INCH PIPE IS 57.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.23
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 173.92
PIPE TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 42.64
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.) = 42.64
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.189
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 4.21
EFFECTIVE AREA(ACRES) = 177.83 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) = 173.92
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.) = 42.64
RAINFALL INTENSITY(INCH/HR) = 1.19
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.40
EFFECTIVE STREAM AREA(ACRES) = 177.83
TOTAL STREAM AREA(ACRES) = 192.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 173.92
**************************************************************************** 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<< ============================================================================ Date: 04/17/2025 File name: ASTAN10.RES Page 27
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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.330
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 3.20 0.30 0.500 56 13.18
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 6.28
TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 6.28
**************************************************************************** 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 18.0 INCH PIPE IS 11.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.51
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.28
PIPE TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 15.58
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.) = 15.58
RAINFALL INTENSITY(INCH/HR) = 2.12
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 = 6.28
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 161.75 28.56 1.496 0.29( 0.12) 0.41 128.4 42.00
1 165.09 30.74 1.434 0.29( 0.12) 0.41 137.2 40.00
1 169.38 35.51 1.320 0.29( 0.12) 0.40 154.1 15.10
1 173.92 42.64 1.189 0.29( 0.11) 0.40 177.8 14.00
1 173.60 45.28 1.148 0.29( 0.11) 0.39 184.5 1.00
1 170.49 47.69 1.115 0.29( 0.11) 0.39 187.5 3.10
1 164.56 51.14 1.071 0.29( 0.11) 0.39 189.6 6.00
Date: 04/17/2025 File name: ASTAN10.RES Page 28
1 153.84 57.98 0.997 0.29( 0.11) 0.40 192.8 7.10
2 6.28 15.58 2.117 0.30( 0.15) 0.50 3.2 63.00

PEAK FLOW RATE(CFS) = 177.23 Tc(MIN.) = 42.64
EFFECTIVE AREA(ACRES) = 181.03 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 69.0 INCH PIPE IS 52.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.33
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 177.23
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 42.78
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.) = 42.78
RAINFALL INTENSITY(INCH/HR) = 1.19
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.40
EFFECTIVE STREAM AREA(ACRES) = 181.03
TOTAL STREAM AREA(ACRES) = 195.95
PEAK FLOW RATE(CFS) AT CONFLUENCE = 177.23
**************************************************************************** Date: 04/17/2025 File name: ASTAN10.RES Page 29
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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.793
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 3.40 0.25 0.500 69 20.81
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 5.10
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 5.10
**************************************************************************** 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) = 7.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 17.22
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67
STREET FLOW TRAVEL TIME(MIN.) = 9.22 Tc(MIN.) = 30.04
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.453
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 4.80 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) = 4.80 SUBAREA RUNOFF(CFS) = 5.74
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) = 9.80
Date: 04/17/2025 File name: ASTAN10.RES Page 30
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.77 FLOW VELOCITY(FEET/SEC.) = 1.54 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 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) = 12.06 ***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.) = 1.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83
STREET FLOW TRAVEL TIME(MIN.) = 7.04 Tc(MIN.) = 37.07
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.288
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 4.30 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) = 4.30 SUBAREA RUNOFF(CFS) = 4.50
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) = 13.08
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 32.10 TO NODE 33.00 = 2436.00 FEET. **************************************************************************** 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
Date: 04/17/2025 File name: ASTAN10.RES Page 31
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 18.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 4.87 Tc(MIN.) = 41.94
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.200
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 2.50 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 2.42
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) = 14.51
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 19.12 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 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.) = 41.94
RAINFALL INTENSITY(INCH/HR) = 1.20
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 = 14.51
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 134.29 15.73 2.105 0.29( 0.12) 0.41 73.2 63.00
1 166.04 28.71 1.491 0.29( 0.12) 0.41 131.6 42.00
1 169.19 30.88 1.430 0.29( 0.12) 0.41 140.4 40.00
1 173.12 35.65 1.317 0.29( 0.12) 0.41 157.3 15.10
1 177.23 42.78 1.187 0.29( 0.11) 0.40 181.0 14.00
1 176.79 45.43 1.146 0.29( 0.11) 0.40 187.7 1.00
Date: 04/17/2025 File name: ASTAN10.RES Page 32
1 173.57 47.83 1.113 0.29( 0.11) 0.40 190.7 3.10
1 167.50 51.28 1.069 0.29( 0.11) 0.40 192.8 6.00
1 156.54 58.12 0.995 0.29( 0.12) 0.40 195.9 7.10
2 14.51 41.94 1.200 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
1 144.31 15.73 2.105 0.29( 0.12) 0.42 78.8 63.00
2 178.67 28.71 1.491 0.29( 0.12) 0.42 141.8 42.00
3 182.16 30.88 1.430 0.29( 0.12) 0.42 151.4 40.00
4 186.80 35.65 1.317 0.29( 0.12) 0.41 170.0 15.10
5 191.26 41.94 1.200 0.29( 0.12) 0.41 193.2 32.10
6 191.56 42.78 1.187 0.29( 0.12) 0.41 196.0 14.00
7 190.57 45.43 1.146 0.29( 0.12) 0.40 202.7 1.00
8 186.91 47.83 1.113 0.29( 0.11) 0.40 205.7 3.10
9 180.25 51.28 1.069 0.29( 0.12) 0.40 207.8 6.00
10 168.29 58.12 0.995 0.29( 0.12) 0.41 210.9 7.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 191.56 Tc(MIN.) = 42.78
EFFECTIVE AREA(ACRES) = 196.03 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.41 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 75.0 INCH PIPE IS 58.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.43
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 191.56
PIPE TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 45.85
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<<<<<
============================================================================ MAINLINE Tc(MIN.) = 45.85
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.140
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS C 11.10 0.25 0.200 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 10.89 Date: 04/17/2025 File name: ASTAN10.RES Page 33
EFFECTIVE AREA(ACRES) = 207.13 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) = 191.66
**************************************************************************** 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 75.0 INCH PIPE IS 58.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.43
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 191.66
PIPE TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 47.85
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.) = 47.85
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.113
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 8.00 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 7.83
EFFECTIVE AREA(ACRES) = 215.13 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) = 194.37
**************************************************************************** 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<< ============================================================================ 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.879
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
Date: 04/17/2025 File name: ASTAN10.RES Page 34

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.80 0.30 0.500 56 19.18
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.47
TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 7.47
**************************************************************************** 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) = 11.52 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.60
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) = 8.38 Tc(MIN.) = 27.56
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.527
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 6.50 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) = 6.50 SUBAREA RUNOFF(CFS) = 8.05
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) = 14.00
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 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
Date: 04/17/2025 File name: ASTAN10.RES Page 35
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) = 16.84 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03
STREET FLOW TRAVEL TIME(MIN.) = 6.99 Tc(MIN.) = 34.55
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.341
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 5.68
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) = 17.79
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 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
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) = 20.83 ***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.) = 2.02
Date: 04/17/2025 File name: ASTAN10.RES Page 36
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18
STREET FLOW TRAVEL TIME(MIN.) = 7.12 Tc(MIN.) = 41.67
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.205
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 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) = 21.83 ***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.) = 2.36
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.31
STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 42.80
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.186
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) = 21.83
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 25.00 = 3375.00 FEET. **************************************************************************** Date: 04/17/2025 File name: ASTAN10.RES Page 37
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.) = 42.80
RAINFALL INTENSITY(INCH/HR) = 1.19
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 = 21.83
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.713
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 10.00 0.30 0.500 56 22.53
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 14.07
TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 14.07
**************************************************************************** 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 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) = 16.58 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
Date: 04/17/2025 File name: ASTAN10.RES Page 38
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 13.69 Tc(MIN.) = 36.23
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.305
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) = 4.99
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) = 15.39
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.79 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 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.) = 36.23
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.305
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 15.70 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) = 15.70 SUBAREA RUNOFF(CFS) = 18.02 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) = 33.40
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 36.23
RAINFALL INTENSITY(INCH/HR) = 1.31
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 = 33.40
** CONFLUENCE DATA **
Date: 04/17/2025 File name: ASTAN10.RES Page 39
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.83 42.80 1.186 0.30( 0.15) 0.50 23.0 21.00
2 33.40 36.23 1.305 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 54.00 36.23 1.305 0.30( 0.11) 0.37 50.0 26.00
2 51.97 42.80 1.186 0.30( 0.11) 0.38 53.5 21.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 54.00 Tc(MIN.) = 36.23
EFFECTIVE AREA(ACRES) = 49.97 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.37 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) = 54.00 ***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.) = 3.59
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.52
STREET FLOW TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 36.83
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.293
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 49.97 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 53.5 PEAK FLOW RATE(CFS) = 54.00
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: ASTAN10.RES Page 40
DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY(FT*FT/SEC.) = 2.52 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.) = 36.83
RAINFALL INTENSITY(INCH/HR) = 1.29
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.37
EFFECTIVE STREAM AREA(ACRES) = 49.97
TOTAL STREAM AREA(ACRES) = 53.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.00
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.582
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.70 0.30 0.600 56 25.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 12.24
TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 12.24
**************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 27.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>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 Date: 04/17/2025 File name: ASTAN10.RES Page 41
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.41 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.84
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 15.96 Tc(MIN.) = 41.85
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.202
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 9.00 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) = 9.00 SUBAREA RUNOFF(CFS) = 8.28
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) = 17.19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 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.) = 41.85
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.202
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 6.10 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) = 6.10 SUBAREA RUNOFF(CFS) = 5.91
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) = 23.10
**************************************************************************** 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.) = 41.85
RAINFALL INTENSITY(INCH/HR) = 1.20
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
Date: 04/17/2025 File name: ASTAN10.RES Page 42
TOTAL STREAM AREA(ACRES) = 24.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.10
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 54.00 36.83 1.293 0.30( 0.11) 0.37 50.0 26.00
1 51.97 43.42 1.176 0.30( 0.11) 0.38 53.5 21.00
2 23.10 41.85 1.202 0.29( 0.17) 0.58 24.8 28.00

PEAK FLOW RATE(CFS) = 76.13 Tc(MIN.) = 36.83
EFFECTIVE AREA(ACRES) = 71.79 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 77.83 ***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.) = 3.42
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.06
STREET FLOW TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 39.91
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.235
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: ASTAN10.RES Page 43
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 69
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) = 3.40
EFFECTIVE AREA(ACRES) = 75.19 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) = 76.13
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.89 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY(FT*FT/SEC.) = 3.00 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) = 79.68 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.90
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.12
STREET FLOW TRAVEL TIME(MIN.) = 8.00 Tc(MIN.) = 47.91
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.112
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 8.20 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) = 8.20 SUBAREA RUNOFF(CFS) = 7.10
EFFECTIVE AREA(ACRES) = 83.39 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) = 76.13
Date: 04/17/2025 File name: ASTAN10.RES Page 44
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.88 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH*VELOCITY(FT*FT/SEC.) = 3.01 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.) = 47.91
RAINFALL INTENSITY(INCH/HR) = 1.11
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 83.39
TOTAL STREAM AREA(ACRES) = 89.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 76.13
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.711
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 6.00 0.25 0.500 69 22.58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 8.57
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 8.57
**************************************************************************** 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
Date: 04/17/2025 File name: ASTAN10.RES Page 45
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) = 12.47 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85
STREET FLOW TRAVEL TIME(MIN.) = 13.41 Tc(MIN.) = 35.99
* 10 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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.40 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) = 7.40 SUBAREA RUNOFF(CFS) = 7.73
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) = 14.13
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 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.) = 35.99
RAINFALL INTENSITY(INCH/HR) = 1.31
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
TOTAL STREAM AREA(ACRES) = 13.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.13
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 76.13 47.91 1.112 0.29( 0.13) 0.44 83.4 26.00
1 75.56 52.97 1.050 0.29( 0.13) 0.45 89.1 28.00
1 74.51 54.61 1.032 0.29( 0.13) 0.45 89.9 21.00
2 14.13 35.99 1.310 0.28( 0.14) 0.50 13.4 31.00

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

Date: 04/17/2025 File name: ASTAN10.RES Page 46
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 82.85 35.99 1.310 0.29( 0.13) 0.45 76.0 31.00
2 87.86 47.91 1.112 0.29( 0.13) 0.45 96.8 26.00
3 86.54 52.97 1.050 0.29( 0.13) 0.46 102.5 28.00
4 85.28 54.61 1.032 0.29( 0.13) 0.46 103.3 21.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 87.86 Tc(MIN.) = 47.91
EFFECTIVE AREA(ACRES) = 96.79 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) = 89.95 ***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.

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

STREET FLOW DEPTH(FEET) = 0.94
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.43
STREET FLOW TRAVEL TIME(MIN.) = 3.48 Tc(MIN.) = 51.39
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.068
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 4.60 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) = 4.60 SUBAREA RUNOFF(CFS) = 4.17
EFFECTIVE AREA(ACRES) = 101.39 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) = 87.86
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: ASTAN10.RES Page 47
DEPTH(FEET) = 0.94 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY(FT*FT/SEC.) = 3.36 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 82.85 39.54 1.241 0.29( 0.13) 0.44 80.6 31.00
2 87.86 51.39 1.068 0.29( 0.13) 0.44 101.4 26.00
3 86.54 56.47 1.012 0.29( 0.13) 0.45 107.1 28.00
4 85.28 58.13 0.995 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
1 147.51 21.12 1.778 0.28( 0.10) 0.37 97.9 63.00
2 180.38 33.91 1.356 0.29( 0.11) 0.39 160.9 42.00
3 184.17 35.97 1.310 0.28( 0.11) 0.39 170.5 40.00
4 188.95 40.73 1.220 0.28( 0.11) 0.39 189.1 15.10
5 193.97 47.01 1.124 0.28( 0.11) 0.38 212.3 32.10
6 194.37 47.85 1.113 0.28( 0.11) 0.38 215.1 14.00
7 193.73 50.49 1.079 0.28( 0.11) 0.38 221.8 1.00
8 190.57 52.90 1.051 0.28( 0.11) 0.38 224.8 3.10
9 184.63 56.38 1.013 0.28( 0.11) 0.38 226.9 6.00
10 173.53 63.34 0.948 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
1 213.09 21.12 1.778 0.29( 0.11) 0.39 141.0 63.00
2 258.72 33.91 1.356 0.29( 0.12) 0.40 230.1 42.00
3 264.23 35.97 1.310 0.29( 0.12) 0.40 243.9 40.00
4 270.61 39.54 1.241 0.29( 0.12) 0.40 265.1 31.00
5 272.31 40.73 1.220 0.29( 0.12) 0.40 271.8 15.10
6 279.98 47.01 1.124 0.29( 0.12) 0.40 306.1 32.10
7 280.73 47.85 1.113 0.29( 0.11) 0.40 310.3 14.00
8 281.22 50.49 1.079 0.29( 0.11) 0.40 321.7 1.00
9 280.42 51.39 1.068 0.29( 0.11) 0.40 324.3 26.00
10 278.04 52.90 1.051 0.29( 0.12) 0.40 327.9 3.10
11 271.19 56.38 1.013 0.29( 0.12) 0.40 333.9 6.00
12 271.04 56.47 1.012 0.29( 0.12) 0.40 334.0 28.00
13 267.11 58.13 0.995 0.29( 0.12) 0.40 335.6 21.00
14 254.11 63.34 0.948 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) = 281.22 Tc(MIN.) = 50.494
EFFECTIVE AREA(ACRES) = 321.66 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 338.0
Date: 04/17/2025 File name: ASTAN10.RES Page 48
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 87.0 INCH PIPE IS 67.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.20
ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 281.22
PIPE TRAVEL TIME(MIN.) = 2.98 Tc(MIN.) = 53.48
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.) = 53.48
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.044
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 6.10 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) = 6.10 SUBAREA RUNOFF(CFS) = 5.40
EFFECTIVE AREA(ACRES) = 327.76 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) = 281.22
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 53.48
RAINFALL INTENSITY(INCH/HR) = 1.04
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.40
EFFECTIVE STREAM AREA(ACRES) = 327.76
TOTAL STREAM AREA(ACRES) = 344.05
PEAK FLOW RATE(CFS) AT CONFLUENCE = 281.22
Date: 04/17/2025 File name: ASTAN10.RES Page 49
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.377
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 8.60 0.30 0.200 56 12.72
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 17.93
TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 17.93
**************************************************************************** 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 27.0 INCH PIPE IS 20.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.56
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.93
PIPE TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 13.89
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.) = 13.89
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.261
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.10 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.21
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) = 19.24
**************************************************************************** FLOW PROCESS FROM NODE 43.10 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: ASTAN10.RES Page 50
>>>>>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 24.0 INCH PIPE IS 17.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.74
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.24
PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 14.52
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.) = 14.52
RAINFALL INTENSITY(INCH/HR) = 2.20
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 = 19.24
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 213.09 24.32 1.640 0.29( 0.11) 0.38 147.1 63.00
1 258.72 36.96 1.290 0.29( 0.11) 0.40 236.2 42.00
1 264.23 39.02 1.251 0.29( 0.11) 0.40 250.0 40.00
1 270.61 42.59 1.190 0.29( 0.11) 0.40 271.2 31.00
1 272.31 43.72 1.172 0.29( 0.11) 0.40 277.9 15.10
1 279.98 50.00 1.085 0.29( 0.11) 0.40 312.2 32.10
1 280.73 50.83 1.075 0.29( 0.11) 0.40 316.4 14.00
1 281.22 53.48 1.044 0.29( 0.11) 0.40 327.8 1.00
1 280.42 54.38 1.034 0.29( 0.11) 0.40 330.4 26.00
1 278.04 55.89 1.018 0.29( 0.11) 0.40 334.0 3.10
1 271.19 59.37 0.983 0.29( 0.11) 0.40 340.0 6.00
1 271.04 59.51 0.982 0.29( 0.11) 0.40 340.1 28.00
1 267.11 61.18 0.967 0.29( 0.11) 0.40 341.7 21.00
1 254.11 66.39 0.922 0.29( 0.12) 0.40 344.1 7.10
2 19.24 14.52 2.204 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
1 193.35 14.52 2.204 0.29( 0.10) 0.36 97.5 65.00
2 227.28 24.32 1.640 0.29( 0.11) 0.37 156.8 63.00
3 269.78 36.96 1.290 0.29( 0.11) 0.39 245.9 42.00
4 274.93 39.02 1.251 0.29( 0.11) 0.39 259.7 40.00
5 280.76 42.59 1.190 0.29( 0.11) 0.39 280.9 31.00
Date: 04/17/2025 File name: ASTAN10.RES Page 51
6 282.30 43.72 1.172 0.29( 0.11) 0.39 287.6 15.10
7 289.20 50.00 1.085 0.29( 0.11) 0.39 321.9 32.10
8 289.86 50.83 1.075 0.29( 0.11) 0.39 326.1 14.00
9 290.07 53.48 1.044 0.29( 0.11) 0.39 337.5 1.00
10 289.18 54.38 1.034 0.29( 0.11) 0.39 340.1 26.00
11 286.66 55.89 1.018 0.29( 0.11) 0.39 343.7 3.10
12 279.50 59.37 0.983 0.29( 0.11) 0.39 349.7 6.00
13 279.33 59.51 0.982 0.29( 0.11) 0.39 349.8 28.00
14 275.27 61.18 0.967 0.29( 0.11) 0.39 351.4 21.00
15 261.87 66.39 0.922 0.29( 0.11) 0.39 353.8 7.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 290.07 Tc(MIN.) = 53.48
EFFECTIVE AREA(ACRES) = 337.46 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.727
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.20 0.30 0.500 56 22.22
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) = 8.20 PEAK FLOW RATE(CFS) = 11.64
**************************************************************************** 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
Date: 04/17/2025 File name: ASTAN10.RES Page 52
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) = 19.48 ***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.) = 2.44
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28
STREET FLOW TRAVEL TIME(MIN.) = 12.05 Tc(MIN.) = 34.28
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.347
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 13.60 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 15.57 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) = 24.41
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 1.47 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
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.70 ***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.) = 7.13 Tc(MIN.) = 41.40
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.209
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: ASTAN10.RES Page 53

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 6.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 6.58
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) = 28.27
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 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 36.0 INCH PIPE IS 28.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.72
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.27
PIPE TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 42.70
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.) = 42.70
RAINFALL INTENSITY(INCH/HR) = 1.19
AREA-AVERAGED Fm(INCH/HR) = 0.09
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.29
EFFECTIVE STREAM AREA(ACRES) = 28.00
TOTAL STREAM AREA(ACRES) = 28.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.27
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.755
SUBAREA Tc AND LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: ASTAN10.RES Page 54
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 56 21.60
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 8.67
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 8.67
**************************************************************************** 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) = 17.87 ***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.) = 1.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 13.55 Tc(MIN.) = 35.15
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.328
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 17.10 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) = 17.10 SUBAREA RUNOFF(CFS) = 18.13 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) = 24.49
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 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)<<<<<
============================================================================ Date: 04/17/2025 File name: ASTAN10.RES Page 55
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) = 28.39 ***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.) = 2.29
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.45
STREET FLOW TRAVEL TIME(MIN.) = 11.17 Tc(MIN.) = 46.32
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.134
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) = 7.79
EFFECTIVE AREA(ACRES) = 31.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 31.9 PEAK FLOW RATE(CFS) = 28.24
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 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.) = 46.32
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) = 31.90
TOTAL STREAM AREA(ACRES) = 31.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.24
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 28.27 42.70 1.188 0.30( 0.09) 0.29 28.0 52.00
Date: 04/17/2025 File name: ASTAN10.RES Page 56
2 28.24 46.32 1.134 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 55.74 42.70 1.188 0.30( 0.12) 0.40 57.4 52.00
2 55.13 46.32 1.134 0.30( 0.12) 0.40 59.9 55.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 55.74 Tc(MIN.) = 42.70
EFFECTIVE AREA(ACRES) = 57.41 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 48.0 INCH PIPE IS 36.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.50
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.74
PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 43.96
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 45.00 = 4619.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 59.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 43.96
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.168
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.01
EFFECTIVE AREA(ACRES) = 58.51 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) = 55.74
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<<<<<
============================================================================ Date: 04/17/2025 File name: ASTAN10.RES Page 57
MAINLINE Tc(MIN.) = 43.96
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.168
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) = 16.86 EFFECTIVE AREA(ACRES) = 76.91 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) = 72.06
**************************************************************************** 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 54.0 INCH PIPE IS 38.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.06
PIPE TRAVEL TIME(MIN.) = 4.53 Tc(MIN.) = 48.49
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<<<<<
============================================================================ MAINLINE Tc(MIN.) = 48.49
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.104
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.75 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 0.73
EFFECTIVE AREA(ACRES) = 77.66 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) = 72.06
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 72.06 48.49 1.104 0.30( 0.13) 0.42 77.7 52.00
Date: 04/17/2025 File name: ASTAN10.RES Page 58
2 70.65 52.22 1.058 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
1 193.35 14.52 2.204 0.29( 0.10) 0.36 97.5 65.00
2 227.28 24.32 1.640 0.29( 0.11) 0.37 156.8 63.00
3 269.78 36.96 1.290 0.29( 0.11) 0.39 245.9 42.00
4 274.93 39.02 1.251 0.29( 0.11) 0.39 259.7 40.00
5 280.76 42.59 1.190 0.29( 0.11) 0.39 280.9 31.00
6 282.30 43.72 1.172 0.29( 0.11) 0.39 287.6 15.10
7 289.20 50.00 1.085 0.29( 0.11) 0.39 321.9 32.10
8 289.86 50.83 1.075 0.29( 0.11) 0.39 326.1 14.00
9 290.07 53.48 1.044 0.29( 0.11) 0.39 337.5 1.00
10 289.18 54.38 1.034 0.29( 0.11) 0.39 340.1 26.00
11 286.66 55.89 1.018 0.29( 0.11) 0.39 343.7 3.10
12 279.50 59.37 0.983 0.29( 0.11) 0.39 349.7 6.00
13 279.33 59.51 0.982 0.29( 0.11) 0.39 349.8 28.00
14 275.27 61.18 0.967 0.29( 0.11) 0.39 351.4 21.00
15 261.87 66.39 0.922 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
1 239.18 14.52 2.204 0.29( 0.11) 0.37 120.8 65.00
2 283.22 24.32 1.640 0.29( 0.11) 0.38 195.8 63.00
3 335.14 36.96 1.290 0.29( 0.11) 0.40 305.1 42.00
4 341.60 39.02 1.251 0.29( 0.11) 0.40 322.2 40.00
5 349.57 42.59 1.190 0.29( 0.12) 0.40 349.1 31.00
6 351.77 43.72 1.172 0.29( 0.12) 0.40 357.7 15.10
7 359.61 48.49 1.104 0.29( 0.12) 0.40 391.3 52.00
8 360.69 50.00 1.085 0.29( 0.11) 0.40 400.5 32.10
9 361.04 50.83 1.075 0.29( 0.11) 0.40 405.3 14.00
10 360.62 52.22 1.058 0.29( 0.12) 0.40 412.2 55.00
11 359.63 53.48 1.044 0.29( 0.11) 0.40 417.6 1.00
12 357.99 54.38 1.034 0.29( 0.12) 0.40 420.3 26.00
13 354.24 55.89 1.018 0.29( 0.12) 0.40 423.8 3.10
14 344.46 59.37 0.983 0.29( 0.12) 0.40 429.8 6.00
15 344.18 59.51 0.982 0.29( 0.12) 0.40 430.0 28.00
16 338.95 61.18 0.967 0.29( 0.12) 0.40 431.6 21.00
17 322.20 66.39 0.922 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) = 361.04 Tc(MIN.) = 50.832
EFFECTIVE AREA(ACRES) = 405.34 AREA-AVERAGED Fm(INCH/HR) = 0.11 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 <<<<<
============================================================================ ============================================================================ Date: 04/17/2025 File name: ASTAN10.RES Page 59
END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 433.9 TC(MIN.) = 50.83
EFFECTIVE AREA(ACRES) = 405.34 AREA-AVERAGED Fm(INCH/HR)= 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.397 PEAK FLOW RATE(CFS) = 361.04
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 239.18 14.52 2.204 0.29( 0.11) 0.37 120.8 65.00
2 283.22 24.32 1.640 0.29( 0.11) 0.38 195.8 63.00
3 335.14 36.96 1.290 0.29( 0.11) 0.40 305.1 42.00
4 341.60 39.02 1.251 0.29( 0.11) 0.40 322.2 40.00
5 349.57 42.59 1.190 0.29( 0.12) 0.40 349.1 31.00
6 351.77 43.72 1.172 0.29( 0.12) 0.40 357.7 15.10
7 359.61 48.49 1.104 0.29( 0.12) 0.40 391.3 52.00
8 360.69 50.00 1.085 0.29( 0.11) 0.40 400.5 32.10
9 361.04 50.83 1.075 0.29( 0.11) 0.40 405.3 14.00
10 360.62 52.22 1.058 0.29( 0.12) 0.40 412.2 55.00
11 359.63 53.48 1.044 0.29( 0.11) 0.40 417.6 1.00
12 357.99 54.38 1.034 0.29( 0.12) 0.40 420.3 26.00
13 354.24 55.89 1.018 0.29( 0.12) 0.40 423.8 3.10
14 344.46 59.37 0.983 0.29( 0.12) 0.40 429.8 6.00
15 344.18 59.51 0.982 0.29( 0.12) 0.40 430.0 28.00
16 338.95 61.18 0.967 0.29( 0.12) 0.40 431.6 21.00
17 322.20 66.39 0.922 0.29( 0.12) 0.40 433.9 7.10
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: ASTAN10.RES Page 60
Date: 04/17/2025 File name: ASTAN10.RES Page 61
____________________________________________________________________________ ****************************************************************************

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

************************** DESCRIPTION OF STUDY ************************** * AREA B (EXISTING CONDITION) *
* 10-YEAR STORM, NODE 100 TO NODE 147 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTAN10.DAT
TIME/DATE OF STUDY: 13:50 03/12/2024
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
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 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: BSTAN10.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.795
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.845
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.20 0.30 0.600 56 19.79
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 13.79
TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 13.79
**************************************************************************** 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) = 15.72 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02
STREET FLOW TRAVEL TIME(MIN.) = 9.44 Tc(MIN.) = 29.24
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.476
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 3.30 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) = 3.30 SUBAREA RUNOFF(CFS) = 3.85
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) = 14.58
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 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: BSTAN10.RES Page 2
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 29.24
RAINFALL INTENSITY(INCH/HR) = 1.48
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 = 14.58
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.753
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.70 0.30 0.600 56 21.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 13.73
TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 13.73
**************************************************************************** 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) = 16.50 ***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.) = 1.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02
STREET FLOW TRAVEL TIME(MIN.) = 7.40 Tc(MIN.) = 29.04
Date: 04/17/2025 File name: BSTAN10.RES Page 3
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.481
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 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.) = 29.04
RAINFALL INTENSITY(INCH/HR) = 1.48
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 = 16.87
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.620
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 0.90 0.30 0.500 56 10.73
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 2.00
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.00
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 101.00 IS CODE = 1 Date: 04/17/2025 File name: BSTAN10.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) = 2.62
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 = 2.00
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.58 29.24 1.476 0.30( 0.18) 0.60 12.5 100.00
2 16.87 29.04 1.481 0.30( 0.17) 0.57 14.3 102.00
3 2.00 10.73 2.620 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 23.73 10.73 2.620 0.30( 0.17) 0.58 10.8 104.00
2 32.49 29.04 1.481 0.30( 0.17) 0.58 27.6 102.00
3 32.45 29.24 1.476 0.30( 0.17) 0.58 27.7 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 32.49 Tc(MIN.) = 29.04
EFFECTIVE AREA(ACRES) = 27.62 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) = 37.58 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: BSTAN10.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) = 0.68
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.81
STREET FLOW TRAVEL TIME(MIN.) = 10.28 Tc(MIN.) = 39.33
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.245
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 10.30 SUBAREA RUNOFF(CFS) = 10.15 EFFECTIVE AREA(ACRES) = 37.92 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) = 36.78
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.78 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.) = 39.33
RAINFALL INTENSITY(INCH/HR) = 1.25
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.56
EFFECTIVE STREAM AREA(ACRES) = 37.92
TOTAL STREAM AREA(ACRES) = 38.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.78
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.824
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Date: 04/17/2025 File name: BSTAN10.RES Page 6
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 4.90 0.30 0.600 56 20.19
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 7.25
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 7.25
**************************************************************************** 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) = 17.78 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11
STREET FLOW TRAVEL TIME(MIN.) = 7.00 Tc(MIN.) = 27.19
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.538
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 17.10 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) = 17.10 SUBAREA RUNOFF(CFS) = 20.91 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) = 26.90
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 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)<<<<<
============================================================================ 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
Date: 04/17/2025 File name: BSTAN10.RES Page 7
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) = 35.29 ***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.) = 2.61
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.73
STREET FLOW TRAVEL TIME(MIN.) = 3.45 Tc(MIN.) = 30.64
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.437
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 14.50 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) = 14.50 SUBAREA RUNOFF(CFS) = 16.79 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) = 41.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH*VELOCITY(FT*FT/SEC.) = 1.95 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.) = 30.64
RAINFALL INTENSITY(INCH/HR) = 1.44
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
PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.68
**************************************************************************** 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 Date: 04/17/2025 File name: BSTAN10.RES Page 8
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.768
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.272
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.30 0.30 0.100 56 13.77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.66
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 6.66
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.272
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.04
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) = 10.69
**************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 117.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.64 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1010.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 21.86
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21
STREET FLOW TRAVEL TIME(MIN.) = 7.43 Tc(MIN.) = 21.20
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.774
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: BSTAN10.RES Page 9

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) = 17.11 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) = 25.43
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 24.32 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 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.) = 21.20
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.774
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.88
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) = 27.31
**************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.90 ***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.) = 2.38
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47
STREET FLOW TRAVEL TIME(MIN.) = 3.01 Tc(MIN.) = 24.21
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.644
Date: 04/17/2025 File name: BSTAN10.RES Page 10
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.80 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.16
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) = 27.31
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 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.) = 24.21
RAINFALL INTENSITY(INCH/HR) = 1.64
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 = 27.31
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.04 21.82 1.745 0.30( 0.16) 0.54 21.1 104.00
1 36.78 39.33 1.245 0.30( 0.17) 0.56 37.9 102.00
1 36.73 39.54 1.241 0.30( 0.17) 0.56 38.0 100.00
2 41.68 30.64 1.437 0.30( 0.17) 0.56 36.5 112.00
3 27.31 24.21 1.644 0.30( 0.03) 0.10 18.2 115.00

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 93.09 21.82 1.745 0.30( 0.13) 0.43 63.5 104.00
2 96.46 24.21 1.644 0.30( 0.13) 0.44 70.4 115.00
3 98.91 30.64 1.437 0.30( 0.14) 0.46 84.3 112.00
4 92.72 39.33 1.245 0.30( 0.14) 0.47 92.6 102.00
5 92.48 39.54 1.241 0.30( 0.14) 0.47 92.7 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 98.91 Tc(MIN.) = 30.64
EFFECTIVE AREA(ACRES) = 84.26 AREA-AVERAGED Fm(INCH/HR) = 0.14 Date: 04/17/2025 File name: BSTAN10.RES Page 11
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) = 98.91 ***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) = 0.88
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.42
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.91
STREET FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 31.81
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.406
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 84.26 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) = 98.91
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.88 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.42 DEPTH*VELOCITY(FT*FT/SEC.) = 3.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 184.00 = 3860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 31.81
RAINFALL INTENSITY(INCH/HR) = 1.41
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.46
EFFECTIVE STREAM AREA(ACRES) = 84.26
Date: 04/17/2025 File name: BSTAN10.RES Page 12
TOTAL STREAM AREA(ACRES) = 92.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.91
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.767
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.30 0.30 0.600 56 21.35
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 13.28
TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 13.28
**************************************************************************** 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) = 15.29 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00
STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 23.10
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.689
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 2.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.02
Date: 04/17/2025 File name: BSTAN10.RES Page 13
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) = 16.65
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 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) = 19.87 ***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.) = 2.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17
STREET FLOW TRAVEL TIME(MIN.) = 5.37 Tc(MIN.) = 28.47
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.498
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 6.43
EFFECTIVE AREA(ACRES) = 17.50 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 17.5 PEAK FLOW RATE(CFS) = 20.98
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 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)<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN10.RES Page 14
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) = 23.80 ***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.) = 2.23
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.32
STREET FLOW TRAVEL TIME(MIN.) = 4.56 Tc(MIN.) = 33.03
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.376
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 109.00 = 2410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.63 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
Date: 04/17/2025 File name: BSTAN10.RES Page 15
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38
STREET FLOW TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 35.59
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.319
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 1.89
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) = 25.41
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.38 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.) = 35.59
RAINFALL INTENSITY(INCH/HR) = 1.32
AREA-AVERAGED Fm(INCH/HR) = 0.16
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.54
EFFECTIVE STREAM AREA(ACRES) = 24.40
TOTAL STREAM AREA(ACRES) = 24.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.41
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 93.09 23.02 1.693 0.30( 0.13) 0.43 63.5 104.00
1 96.46 25.39 1.600 0.30( 0.13) 0.44 70.4 115.00
1 98.91 31.81 1.406 0.30( 0.14) 0.46 84.3 112.00
1 92.72 40.53 1.224 0.30( 0.14) 0.47 92.6 102.00
1 92.48 40.74 1.220 0.30( 0.14) 0.47 92.7 100.00
2 25.41 35.59 1.319 0.30( 0.16) 0.54 24.4 106.00

PEAK FLOW RATE(CFS) = 123.34 Tc(MIN.) = 31.81
EFFECTIVE AREA(ACRES) = 106.06 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) = 126.93 ***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) = 0.96
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.78
STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 33.70
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.360
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) = 7.19
EFFECTIVE AREA(ACRES) = 112.66 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) = 123.48
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.95 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY(FT*FT/SEC.) = 4.68 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 4425.00 FEET.

Date: 04/17/2025 File name: BSTAN10.RES Page 17
**************************************************************************** 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) = 123.48 ***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) = 0.95
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.68
STREET FLOW TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 33.97
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.354
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 112.66 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) = 123.48
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.95 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.92 DEPTH*VELOCITY(FT*FT/SEC.) = 4.68 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.) = 33.97
RAINFALL INTENSITY(INCH/HR) = 1.35
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.48
EFFECTIVE STREAM AREA(ACRES) = 112.66
TOTAL STREAM AREA(ACRES) = 123.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 123.48
**************************************************************************** Date: 04/17/2025 File name: BSTAN10.RES Page 18
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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.761
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 7.10 0.30 0.600 56 21.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 10.11
TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 10.11
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.25 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93
STREET FLOW TRAVEL TIME(MIN.) = 4.61 Tc(MIN.) = 26.08
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.576
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 6.93
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) = 15.85
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: BSTAN10.RES Page 19
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.75 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 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) = 20.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 23.97
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16
STREET FLOW TRAVEL TIME(MIN.) = 8.60 Tc(MIN.) = 34.67
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.338
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 9.66
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) = 22.84
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 24.91 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 187.00 = 2530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 34.67
RAINFALL INTENSITY(INCH/HR) = 1.34
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.41
Date: 04/17/2025 File name: BSTAN10.RES Page 20
EFFECTIVE STREAM AREA(ACRES) = 20.90
TOTAL STREAM AREA(ACRES) = 20.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.84
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 114.83 25.24 1.605 0.30( 0.14) 0.46 85.9 104.00
1 119.00 27.58 1.526 0.30( 0.14) 0.46 94.4 115.00
1 123.48 33.97 1.354 0.30( 0.14) 0.48 112.7 112.00
1 121.63 37.77 1.274 0.30( 0.14) 0.48 118.9 106.00
1 116.39 42.75 1.187 0.30( 0.15) 0.48 123.6 102.00
1 116.09 42.96 1.184 0.30( 0.15) 0.48 123.7 100.00
2 22.84 34.67 1.338 0.30( 0.12) 0.41 20.9 121.00

PEAK FLOW RATE(CFS) = 146.15 Tc(MIN.) = 33.97
EFFECTIVE AREA(ACRES) = 133.14 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 144.6
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 187.00 = 4505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00
ELEVATION DATA: UPSTREAM(FEET) = 2.55 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.108
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.829
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN10.RES Page 21
"5-7 DWELLINGS/ACRE" B 5.20 0.30 0.500 56 20.11
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.86
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 7.86
**************************************************************************** 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) = 11.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 19.26
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86
STREET FLOW TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 22.96
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.695
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 7.79
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) = 15.02
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99 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
Date: 04/17/2025 File name: BSTAN10.RES Page 22
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) = 17.22 ***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.) = 1.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 4.93 Tc(MIN.) = 27.89
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.516
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 3.40 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 4.41
EFFECTIVE AREA(ACRES) = 14.20 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = 17.69
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 124.00 TO NODE 127.00 = 1860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 27.89
RAINFALL INTENSITY(INCH/HR) = 1.52
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 14.20
TOTAL STREAM AREA(ACRES) = 14.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.69
**************************************************************************** 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
Date: 04/17/2025 File name: BSTAN10.RES Page 23
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.828
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.843
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.30 0.30 0.500 56 19.83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 5.03
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 5.03
**************************************************************************** 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) = 7.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 15.68
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.72
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74
STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 21.23
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.773
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 5.70
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) = 10.52
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 17.64 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 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<<<<<
Date: 04/17/2025 File name: BSTAN10.RES Page 24
>>>>>(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) = 13.64 ***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.) = 1.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93
STREET FLOW TRAVEL TIME(MIN.) = 3.39 Tc(MIN.) = 24.62
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.628
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.70 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) = 6.25
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) = 15.83
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 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) = 16.52 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: BSTAN10.RES Page 25
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.05
STREET FLOW TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 26.92
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.547
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.38
EFFECTIVE AREA(ACRES) = 13.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.0 PEAK FLOW RATE(CFS) = 16.35
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 129.00 TO NODE 127.00 = 1710.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 26.92
RAINFALL INTENSITY(INCH/HR) = 1.55
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 13.00
TOTAL STREAM AREA(ACRES) = 13.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.35
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 17.69 27.89 1.516 0.30( 0.13) 0.44 14.2 124.00
2 16.35 26.92 1.547 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 33.81 26.92 1.547 0.30( 0.14) 0.47 26.7 129.00
2 33.68 27.89 1.516 0.30( 0.14) 0.47 27.2 124.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 33.81 Tc(MIN.) = 26.92
Date: 04/17/2025 File name: BSTAN10.RES Page 26
EFFECTIVE AREA(ACRES) = 26.71 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) = 35.99 ***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.) = 2.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.75
STREET FLOW TRAVEL TIME(MIN.) = 8.10 Tc(MIN.) = 35.02
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.331
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 4.36
EFFECTIVE AREA(ACRES) = 30.81 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) = 33.81
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.58 DEPTH*VELOCITY(FT*FT/SEC.) = 1.68 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.) = 35.02
RAINFALL INTENSITY(INCH/HR) = 1.33
Date: 04/17/2025 File name: BSTAN10.RES Page 27
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.47
EFFECTIVE STREAM AREA(ACRES) = 30.81
TOTAL STREAM AREA(ACRES) = 31.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.81
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.034
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.20 0.30 0.100 56 16.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 7.58
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 7.58
**************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 133.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.95 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1640.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 18.91
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.70
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83
STREET FLOW TRAVEL TIME(MIN.) = 16.09 Tc(MIN.) = 32.79
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.382
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 6.60 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: BSTAN10.RES Page 28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 6.69
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) = 11.80
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.47 FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 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.) = 32.79
RAINFALL INTENSITY(INCH/HR) = 1.38
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 = 11.80
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 33.81 35.02 1.331 0.30( 0.14) 0.47 30.8 129.00
1 33.68 35.99 1.310 0.30( 0.14) 0.47 31.3 124.00
2 11.80 32.79 1.382 0.30( 0.17) 0.56 10.8 185.00

PEAK FLOW RATE(CFS) = 45.11 Tc(MIN.) = 35.02
EFFECTIVE AREA(ACRES) = 41.61 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)<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN10.RES Page 29
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) = 52.46 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.82
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.16
STREET FLOW TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 38.19
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.266
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 13.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 13.20 SUBAREA RUNOFF(CFS) = 14.69 EFFECTIVE AREA(ACRES) = 54.81 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) = 56.54
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.85 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY(FT*FT/SEC.) = 2.29 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 56.67 35.96 1.311 0.30( 0.12) 0.40 52.8 185.00
2 56.54 38.19 1.266 0.30( 0.12) 0.40 54.8 129.00
3 56.13 39.17 1.248 0.30( 0.12) 0.40 55.3 124.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 56.67 Tc(MIN.) = 35.96
AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 EFFECTIVE AREA(ACRES) = 52.85
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 Date: 04/17/2025 File name: BSTAN10.RES Page 30
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) = 62.92 ***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) = 0.88
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.49
STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 38.50
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.260
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 11.30 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 11.30 SUBAREA RUNOFF(CFS) = 12.51 EFFECTIVE AREA(ACRES) = 64.15 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) = 66.79
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.90 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY(FT*FT/SEC.) = 2.61 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 54.0 INCH PIPE IS 41.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.16
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.79
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 38.63
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<<<<< Date: 04/17/2025 File name: BSTAN10.RES Page 31
============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 66.79 38.63 1.258 0.30( 0.10) 0.35 64.1 185.00
2 66.38 40.86 1.218 0.30( 0.10) 0.35 66.1 129.00
3 65.86 41.86 1.201 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
1 135.12 25.24 1.605 0.30( 0.14) 0.45 101.1 104.00
2 139.97 27.58 1.526 0.30( 0.14) 0.45 111.0 115.00
3 146.15 33.97 1.354 0.30( 0.14) 0.47 133.1 112.00
4 145.98 34.67 1.338 0.30( 0.14) 0.47 134.7 121.00
5 143.27 37.77 1.274 0.30( 0.14) 0.47 139.8 106.00
6 136.39 42.75 1.187 0.30( 0.14) 0.47 144.5 102.00
7 136.02 42.96 1.184 0.30( 0.14) 0.47 144.6 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 187.00 = 4505.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 191.89 25.24 1.605 0.30( 0.13) 0.42 143.0 104.00
2 198.72 27.58 1.526 0.30( 0.13) 0.42 156.8 115.00
3 209.77 33.97 1.354 0.30( 0.13) 0.43 189.6 112.00
4 210.10 34.67 1.338 0.30( 0.13) 0.43 192.3 121.00
5 209.49 37.77 1.274 0.30( 0.13) 0.43 202.5 106.00
6 208.87 38.63 1.258 0.30( 0.13) 0.43 204.8 185.00
7 205.38 40.86 1.218 0.30( 0.13) 0.43 208.8 129.00
8 203.48 41.86 1.201 0.30( 0.13) 0.43 210.3 124.00
9 201.38 42.75 1.187 0.30( 0.13) 0.43 211.1 102.00
10 200.81 42.96 1.184 0.30( 0.13) 0.43 211.2 100.00
TOTAL AREA(ACRES) = 211.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 210.10 Tc(MIN.) = 34.674
EFFECTIVE AREA(ACRES) = 192.29 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
Date: 04/17/2025 File name: BSTAN10.RES Page 32
DEPTH OF FLOW IN 75.0 INCH PIPE IS 56.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.46
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 210.10
PIPE TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 35.99
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 144.00 = 5175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 144.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.99
* 10 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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 3.13
EFFECTIVE AREA(ACRES) = 195.29 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) = 210.10
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 143.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.05 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.39
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 210.10
PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 36.81
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.) = 36.81
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.293
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 7.30 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 8.10
EFFECTIVE AREA(ACRES) = 202.59 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 Date: 04/17/2025 File name: BSTAN10.RES Page 33
TOTAL AREA(ACRES) = 221.5 PEAK FLOW RATE(CFS) = 212.69
**************************************************************************** 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 72.0 INCH PIPE IS 56.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.97
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 212.69
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 36.93
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 159.00 = 5650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 159.00 TO NODE 159.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 36.93
RAINFALL INTENSITY(INCH/HR) = 1.29
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
EFFECTIVE STREAM AREA(ACRES) = 202.59
TOTAL STREAM AREA(ACRES) = 221.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 212.69
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.858
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.20 0.30 0.500 56 19.55
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 9.53
TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 9.53
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 159.00 IS CODE = 62 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN10.RES Page 34
>>>>>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) = 12.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 19.61
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.80
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89
STREET FLOW TRAVEL TIME(MIN.) = 6.95 Tc(MIN.) = 26.50
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.561
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 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.) = 26.50
RAINFALL INTENSITY(INCH/HR) = 1.56
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 10.80
TOTAL STREAM AREA(ACRES) = 10.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.72
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
Date: 04/17/2025 File name: BSTAN10.RES Page 35
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 194.13 27.55 1.527 0.30( 0.12) 0.41 153.3 104.00
1 201.11 29.89 1.457 0.30( 0.12) 0.41 167.1 115.00
1 212.41 36.23 1.305 0.30( 0.13) 0.42 199.9 112.00
1 212.69 36.93 1.291 0.30( 0.13) 0.42 202.6 121.00
1 212.12 40.02 1.233 0.30( 0.13) 0.42 212.8 106.00
1 211.44 40.89 1.218 0.30( 0.13) 0.42 215.1 185.00
1 208.09 43.12 1.181 0.30( 0.13) 0.43 219.1 129.00
1 206.27 44.14 1.165 0.30( 0.13) 0.43 220.6 124.00
1 204.31 45.05 1.152 0.30( 0.13) 0.43 221.4 102.00
1 203.76 45.27 1.149 0.30( 0.13) 0.43 221.5 100.00
2 13.72 26.50 1.561 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
1 205.03 26.50 1.561 0.30( 0.13) 0.42 158.2 141.00
2 207.52 27.55 1.527 0.30( 0.13) 0.42 164.1 104.00
3 213.82 29.89 1.457 0.30( 0.13) 0.42 177.9 115.00
4 223.64 36.23 1.305 0.30( 0.13) 0.43 210.7 112.00
5 223.77 36.93 1.291 0.30( 0.13) 0.43 213.4 121.00
6 222.64 40.02 1.233 0.30( 0.13) 0.43 223.6 106.00
7 221.82 40.89 1.218 0.30( 0.13) 0.43 225.9 185.00
8 218.11 43.12 1.181 0.30( 0.13) 0.43 229.9 129.00
9 216.14 44.14 1.165 0.30( 0.13) 0.43 231.4 124.00
10 214.05 45.05 1.152 0.30( 0.13) 0.43 232.2 102.00
11 213.47 45.27 1.149 0.30( 0.13) 0.43 232.3 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 223.77 Tc(MIN.) = 36.93
EFFECTIVE AREA(ACRES) = 213.39 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 75.0 INCH PIPE IS 59.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.59
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 223.77
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 37.36
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<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN10.RES Page 36
MAINLINE Tc(MIN.) = 37.36
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.282
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.36
EFFECTIVE AREA(ACRES) = 216.69 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) = 225.03
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 235.6 TC(MIN.) = 37.36
EFFECTIVE AREA(ACRES) = 216.69 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.428 PEAK FLOW RATE(CFS) = 225.03
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 206.51 26.95 1.546 0.30( 0.13) 0.42 161.5 141.00
2 208.98 27.99 1.513 0.30( 0.13) 0.42 167.4 104.00
3 215.22 30.32 1.445 0.30( 0.13) 0.42 181.2 115.00
4 224.90 36.67 1.296 0.30( 0.13) 0.43 214.0 112.00
5 225.03 37.36 1.282 0.30( 0.13) 0.43 216.7 121.00
6 223.89 40.46 1.225 0.30( 0.13) 0.43 226.9 106.00
7 223.07 41.32 1.210 0.30( 0.13) 0.43 229.2 185.00
8 219.37 43.56 1.174 0.30( 0.13) 0.43 233.2 129.00
9 217.40 44.58 1.159 0.30( 0.13) 0.43 234.7 124.00
10 215.32 45.49 1.146 0.30( 0.13) 0.43 235.5 102.00
11 214.74 45.70 1.142 0.30( 0.13) 0.43 235.6 100.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: BSTAN10.RES Page 37 Date: 04/17/2025 File name: BSTAN10.RES Page 38 ____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA B (EXISTING CONDITION) *
* 10-YEAR STORM, NODE 145 TO NODE 999 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTAN10A.DAT
TIME/DATE OF STUDY: 21:10 03/11/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

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

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.60 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN10A.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.275
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.820
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.20 0.30 0.500 56 20.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 13.83
TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 13.83
**************************************************************************** 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) = 16.21 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.05
STREET FLOW TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 23.79
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.661
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 4.76
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) = 17.27
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 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: BSTAN10A.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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.804
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
PUBLIC PARK B 3.90 0.30 0.850 56 20.59
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 3.90 INITIAL SUBAREA RUNOFF(CFS) = 5.44 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 23.79
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.661
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 4.93
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) = 22.20
**************************************************************************** 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) = 22.20 ***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.) = 2.25
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.29
STREET FLOW TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 25.20
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.607
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) = 22.20
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
Date: 04/17/2025 File name: BSTAN10A.RES Page 3
END OF SUBAREA STREET FLOW HYDRAULICS:

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 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 30.0 INCH PIPE IS 23.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.40
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.20
PIPE TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 26.89
LONGEST FLOWPATH FROM NODE 145.00 TO NODE 148.00 = 2160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 148.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 26.89
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.548
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 5.66
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) = 26.18
**************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 26.89
RAINFALL INTENSITY(INCH/HR) = 1.55
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 = 26.18
**************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 21 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN10A.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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.709
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.30 0.30 0.500 56 22.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.44
TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 7.44
**************************************************************************** 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) = 11.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 17.64
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92
STREET FLOW TRAVEL TIME(MIN.) = 2.51 Tc(MIN.) = 25.14
* 10 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 5.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 7.75
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) = 14.71
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.61 Date: 04/17/2025 File name: BSTAN10A.RES Page 5
FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 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) = 21.72 ***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.) = 2.46
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34
STREET FLOW TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 26.70
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.554
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 14.03 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) = 28.19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 153.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.83 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: BSTAN10A.RES Page 6
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.46 ***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.) = 2.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.78
STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 28.02
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.512
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 10.54
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) = 37.88
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.94 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
CHANNEL FLOW THRU SUBAREA(CFS) = 37.88
FLOW VELOCITY(FEET/SEC.) = 3.77 FLOW DEPTH(FEET) = 0.83 TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 29.87
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 155.00 = 2179.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 29.87
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.458
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 5.90 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: BSTAN10A.RES Page 7
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 6.39
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) = 42.76
**************************************************************************** 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) = 45.28 ***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.) = 2.97
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.10
STREET FLOW TRAVEL TIME(MIN.) = 3.59 Tc(MIN.) = 33.45
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.366
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY(FT*FT/SEC.) = 2.08 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)<<<<<
Date: 04/17/2025 File name: BSTAN10A.RES Page 8
============================================================================ 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) = 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.) = 1.78 Tc(MIN.) = 35.23
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.326
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) = 5.08
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) = 48.35
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY(FT*FT/SEC.) = 2.13 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 157.00 = 3119.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 148.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.66 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
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: BSTAN10A.RES Page 9
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 48.35 ***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) = 0.75
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.83
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.13
STREET FLOW TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 37.18
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.286
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) = 48.35
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY(FT*FT/SEC.) = 2.13 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.) = 37.18
RAINFALL INTENSITY(INCH/HR) = 1.29
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 = 48.35
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.18 26.89 1.548 0.30( 0.17) 0.56 21.1 145.00
2 48.35 37.18 1.286 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 69.32 26.89 1.548 0.30( 0.17) 0.55 54.5 145.00
2 69.55 37.18 1.286 0.30( 0.17) 0.55 67.3 151.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

Date: 04/17/2025 File name: BSTAN10A.RES Page 10
PEAK FLOW RATE(CFS) = 69.55 Tc(MIN.) = 37.18
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 51.0 INCH PIPE IS 36.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.46
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.55
PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 38.44
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.) = 38.44
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.262
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 15.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 15.80 SUBAREA RUNOFF(CFS) = 15.81 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) = 82.21
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 85.10 28.19 1.507 0.30( 0.16) 0.54 70.3 145.00
2 82.21 38.44 1.262 0.30( 0.16) 0.54 83.1 151.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 85.10 Tc(MIN.) = 28.19
AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 EFFECTIVE AREA(ACRES) = 70.32
**************************************************************************** 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 Date: 04/17/2025 File name: BSTAN10A.RES Page 11
---------------------------------------------------------------------------- >>>>>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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.812
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.30 0.30 0.500 56 20.43
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 15.41
TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 15.41
**************************************************************************** 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) = 24.17 ***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.) = 2.33
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36
STREET FLOW TRAVEL TIME(MIN.) = 4.15 Tc(MIN.) = 24.59
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.630
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 12.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 17.52 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) = 31.23
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: BSTAN10A.RES Page 12
DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 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) = 35.40 ***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.) = 2.68
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.75
STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 27.70
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.522
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 7.30 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 8.32
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) = 37.36
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.82 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
Date: 04/17/2025 File name: BSTAN10A.RES Page 13
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) = 44.26 ***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.) = 3.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.11
STREET FLOW TRAVEL TIME(MIN.) = 6.59 Tc(MIN.) = 34.29
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.347
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.80 SUBAREA RUNOFF(CFS) = 13.79 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) = 46.42
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.14 DEPTH*VELOCITY(FT*FT/SEC.) = 2.18 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 165.00 = 3300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.63 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 50.08 ***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.

Date: 04/17/2025 File name: BSTAN10A.RES Page 14
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.22
STREET FLOW TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 35.82
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.314
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) = 7.33
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) = 52.46
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.05 DEPTH*VELOCITY(FT*FT/SEC.) = 2.30 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) = 53.87 ***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) = 0.71
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.49
STREET FLOW TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 36.06
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.309
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN10A.RES Page 15
"5-7 DWELLINGS/ACRE" B 2.70 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 2.82
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) = 55.06
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY(FT*FT/SEC.) = 2.53 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.) = 36.06
RAINFALL INTENSITY(INCH/HR) = 1.31
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 = 55.06
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.082
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 2.70 0.30 0.200 56 16.03
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 4.91
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 4.91
**************************************************************************** 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
Date: 04/17/2025 File name: BSTAN10A.RES Page 16
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) = 12.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 19.40
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88
STREET FLOW TRAVEL TIME(MIN.) = 8.75 Tc(MIN.) = 24.78
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.622
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.20 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) = 14.34 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) = 18.14
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 169.00 = 1820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 24.74 ***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.) = 2.59
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.46
STREET FLOW TRAVEL TIME(MIN.) = 6.44 Tc(MIN.) = 31.22
Date: 04/17/2025 File name: BSTAN10A.RES Page 17
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.421
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

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) = 13.16 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) = 28.96
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 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) = 35.73 ***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.) = 2.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.86
STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 32.33
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.393
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 13.54 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) = 41.88
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 Date: 04/17/2025 File name: BSTAN10A.RES Page 18
FLOW VELOCITY(FEET/SEC.) = 3.19 DEPTH*VELOCITY(FT*FT/SEC.) = 2.08 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) = 42.93 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.12
STREET FLOW TRAVEL TIME(MIN.) = 3.46 Tc(MIN.) = 35.80
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.314
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.10
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) = 41.88
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.19 DEPTH*VELOCITY(FT*FT/SEC.) = 2.08 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.) = 35.80
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.314
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN10A.RES Page 19
"5-7 DWELLINGS/ACRE" B 8.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) = 9.22
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) = 50.60
**************************************************************************** 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) = 50.60 ***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.) = 4.15
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.61
STREET FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 36.40
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.302
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) = 50.60
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.15 DEPTH*VELOCITY(FT*FT/SEC.) = 2.61 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.) = 36.40
RAINFALL INTENSITY(INCH/HR) = 1.30
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
Date: 04/17/2025 File name: BSTAN10A.RES Page 20
EFFECTIVE STREAM AREA(ACRES) = 47.30
TOTAL STREAM AREA(ACRES) = 47.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.60
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 55.06 36.06 1.309 0.30( 0.14) 0.48 52.5 162.00
2 50.60 36.40 1.302 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
1 105.48 36.06 1.309 0.30( 0.13) 0.45 99.4 162.00
2 105.33 36.40 1.302 0.30( 0.13) 0.45 99.8 168.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 105.48 Tc(MIN.) = 36.06
EFFECTIVE AREA(ACRES) = 99.36 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 99.8
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 167.00 = 3840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 178.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.06 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 895.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 119.76 ***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) = 0.95
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.78
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.55
STREET FLOW TRAVEL TIME(MIN.) = 3.12 Tc(MIN.) = 39.18
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.248
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: BSTAN10A.RES Page 21

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 28.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 28.90 SUBAREA RUNOFF(CFS) = 28.56 EFFECTIVE AREA(ACRES) = 128.26 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) = 128.08
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.98 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY(FT*FT/SEC.) = 4.80 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 895.0 FT WITH ELEVATION-DROP = 3.1 FT, IS 46.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 178.00 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 178.00 = 4735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 178.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 128.08 39.18 1.248 0.30( 0.14) 0.46 128.3 162.00
2 127.80 39.53 1.242 0.30( 0.14) 0.46 128.7 168.00
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 178.00 = 4735.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 85.10 28.19 1.507 0.30( 0.16) 0.54 70.3 145.00
2 82.21 38.44 1.262 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
1 198.77 28.19 1.507 0.30( 0.15) 0.50 162.6 145.00
2 209.42 38.44 1.262 0.30( 0.15) 0.49 208.9 151.00
3 209.26 39.18 1.248 0.30( 0.15) 0.49 211.4 162.00
4 208.51 39.53 1.242 0.30( 0.15) 0.49 211.8 168.00
TOTAL AREA(ACRES) = 211.8
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 209.42 Tc(MIN.) = 38.440
EFFECTIVE AREA(ACRES) = 208.94 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 <<<<<
Date: 04/17/2025 File name: BSTAN10A.RES Page 22
============================================================================ **************************************************************************** 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 75.0 INCH PIPE IS 61.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.83
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 209.42
PIPE TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 40.04
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.) = 40.04
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.232
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 14.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 16.13 EFFECTIVE AREA(ACRES) = 223.84 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) = 220.08
**************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 179.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 40.04
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.232
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 20.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 21.64 EFFECTIVE AREA(ACRES) = 243.84 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) = 241.72
**************************************************************************** FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN10A.RES Page 23
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 40.04
RAINFALL INTENSITY(INCH/HR) = 1.23
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 243.84
TOTAL STREAM AREA(ACRES) = 246.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 241.72
**************************************************************************** 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.021
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 3.90 0.30 0.200 56 16.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 6.88
TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 6.88
**************************************************************************** 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) = 15.12 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 5.25 Tc(MIN.) = 22.13
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.731
Date: 04/17/2025 File name: BSTAN10A.RES Page 24
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.90 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 16.39 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) = 22.26
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 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 33.0 INCH PIPE IS 23.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.84
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.26
PIPE TRAVEL TIME(MIN.) = 7.92 Tc(MIN.) = 30.05
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.) = 30.05
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.453
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 23.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 23.10 SUBAREA RUNOFF(CFS) = 27.08 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) = 45.63
**************************************************************************** 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:

Date: 04/17/2025 File name: BSTAN10A.RES Page 25
TIME OF CONCENTRATION(MIN.) = 30.05
RAINFALL INTENSITY(INCH/HR) = 1.45
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 = 45.63
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 236.82 29.79 1.460 0.30( 0.13) 0.43 197.5 145.00
1 241.72 40.04 1.232 0.30( 0.13) 0.44 243.8 151.00
1 241.26 40.77 1.220 0.30( 0.13) 0.44 246.3 162.00
1 240.38 41.12 1.214 0.30( 0.13) 0.44 246.7 168.00
2 45.63 30.05 1.453 0.30( 0.11) 0.38 37.9 138.00

PEAK FLOW RATE(CFS) = 282.58 Tc(MIN.) = 30.05
EFFECTIVE AREA(ACRES) = 236.59 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) = 282.58
FLOW VELOCITY(FEET/SEC.) = 6.30 FLOW DEPTH(FEET) = 4.65 TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 32.22
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
Date: 04/17/2025 File name: BSTAN10A.RES Page 26
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 32.22
RAINFALL INTENSITY(INCH/HR) = 1.40
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
EFFECTIVE STREAM AREA(ACRES) = 236.59
TOTAL STREAM AREA(ACRES) = 284.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 282.58
**************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 181.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 990.00
ELEVATION DATA: UPSTREAM(FEET) = 2.65 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.076
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.830
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.20 0.30 0.500 56 20.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 12.40
TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 12.40
**************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.05 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.52 ***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.) = 2.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14
STREET FLOW TRAVEL TIME(MIN.) = 6.39 Tc(MIN.) = 26.47
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.562
Date: 04/17/2025 File name: BSTAN10A.RES Page 27
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 12.20
EFFECTIVE AREA(ACRES) = 17.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.8 PEAK FLOW RATE(CFS) = 22.63
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 182.00 = 1790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 622.10 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.23
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.63
PIPE TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 28.92
LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = 2412.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.92
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.485
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.50 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 3.27
EFFECTIVE AREA(ACRES) = 20.30 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 20.3 PEAK FLOW RATE(CFS) = 24.66
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 28.92
Date: 04/17/2025 File name: BSTAN10A.RES Page 28
RAINFALL INTENSITY(INCH/HR) = 1.49
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.45
EFFECTIVE STREAM AREA(ACRES) = 20.30
TOTAL STREAM AREA(ACRES) = 20.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.66
**************************************************************************** FLOW PROCESS FROM NODE 996.00 TO NODE 180.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00
ELEVATION DATA: UPSTREAM(FEET) = 1.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.552
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.802
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.60 0.30 0.100 56 9.55
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 16.46
TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 16.46
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 9.55
RAINFALL INTENSITY(INCH/HR) = 2.80
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 6.60
TOTAL STREAM AREA(ACRES) = 6.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.46
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 282.30 31.96 1.402 0.30( 0.13) 0.42 235.1 145.00
1 282.58 32.22 1.396 0.30( 0.13) 0.42 236.6 138.00
1 279.85 42.20 1.196 0.30( 0.13) 0.43 281.7 151.00
1 278.94 42.94 1.184 0.30( 0.13) 0.43 284.2 162.00
1 277.86 43.29 1.178 0.30( 0.13) 0.43 284.6 168.00
2 24.66 28.92 1.485 0.30( 0.14) 0.45 20.3 181.00
3 16.46 9.55 2.802 0.30( 0.03) 0.10 6.6 996.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
Date: 04/17/2025 File name: BSTAN10A.RES Page 29
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
1 209.40 9.55 2.802 0.30( 0.12) 0.40 83.6 996.00
2 305.30 28.92 1.485 0.30( 0.12) 0.41 239.6 181.00
3 313.61 31.96 1.402 0.30( 0.12) 0.41 262.0 145.00
4 313.73 32.22 1.396 0.30( 0.12) 0.41 263.5 138.00
5 306.15 42.20 1.196 0.30( 0.13) 0.42 308.6 151.00
6 304.96 42.94 1.184 0.30( 0.13) 0.42 311.1 162.00
7 303.75 43.29 1.178 0.30( 0.13) 0.42 311.5 168.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 313.73 Tc(MIN.) = 32.22
EFFECTIVE AREA(ACRES) = 263.49 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 311.5
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 180.00 = 6302.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 176.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.07 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 420.00 CHANNEL SLOPE = 0.0002 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 313.73
FLOW VELOCITY(FEET/SEC.) = 3.30 FLOW DEPTH(FEET) = 6.21 TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 34.33
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 34.33
RAINFALL INTENSITY(INCH/HR) = 1.35
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.41
EFFECTIVE STREAM AREA(ACRES) = 263.49
TOTAL STREAM AREA(ACRES) = 311.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 313.73
**************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 810.00
Date: 04/17/2025 File name: BSTAN10A.RES Page 30
ELEVATION DATA: UPSTREAM(FEET) = 1.95 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.790
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.181
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.00 0.30 0.100 56 14.79
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 11.61
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 11.61
**************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 325.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.96 ***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.) = 2.10
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26
STREET FLOW TRAVEL TIME(MIN.) = 4.36 Tc(MIN.) = 19.15
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.881
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 13.90 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 22.59 EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 32.58
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 324.00 TO NODE 325.00 = 1360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 329.00 IS CODE = 31 Date: 04/17/2025 File name: BSTAN10A.RES Page 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.68 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.80
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.58
PIPE TRAVEL TIME(MIN.) = 2.92 Tc(MIN.) = 22.07
LONGEST FLOWPATH FROM NODE 324.00 TO NODE 329.00 = 2200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 22.07
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.734
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 8.80 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) = 13.49
EFFECTIVE AREA(ACRES) = 28.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 28.7 PEAK FLOW RATE(CFS) = 43.44
**************************************************************************** FLOW PROCESS FROM NODE 329.00 TO NODE 176.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.27 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.21
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.44
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 22.20
LONGEST FLOWPATH FROM NODE 324.00 TO NODE 176.00 = 2254.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 22.20
RAINFALL INTENSITY(INCH/HR) = 1.73
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: BSTAN10A.RES Page 32
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 28.70
TOTAL STREAM AREA(ACRES) = 28.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.44
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 209.40 11.90 2.470 0.30( 0.12) 0.40 83.6 996.00
1 305.30 31.05 1.426 0.30( 0.12) 0.41 239.6 181.00
1 313.61 34.08 1.352 0.30( 0.12) 0.41 262.0 145.00
1 313.73 34.33 1.346 0.30( 0.12) 0.41 263.5 138.00
1 306.15 44.34 1.162 0.30( 0.13) 0.42 308.6 151.00
1 304.96 45.08 1.151 0.30( 0.13) 0.42 311.1 162.00
1 303.75 45.43 1.146 0.30( 0.13) 0.42 311.5 168.00
2 43.44 22.20 1.728 0.30( 0.05) 0.17 28.7 324.00

PEAK FLOW RATE(CFS) = 347.30 Tc(MIN.) = 34.08
EFFECTIVE AREA(ACRES) = 290.69 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 340.2
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 990.89
ELEVATION DATA: UPSTREAM(FEET) = 2.85 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.471
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.125
SUBAREA Tc AND LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: BSTAN10A.RES Page 33
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.00 0.30 0.100 56 15.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 7.54
TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 7.54
**************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 331.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.16 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 159.52 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.61
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.54
PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 16.49
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.00 = 1150.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 967.89
ELEVATION DATA: UPSTREAM(FEET) = 2.04 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.310
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.062
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 4.70 0.30 0.100 56 16.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.70 INITIAL SUBAREA RUNOFF(CFS) = 8.59 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 16.49
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.049
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 8.54
EFFECTIVE AREA(ACRES) = 8.70 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 15.81
**************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN10A.RES Page 34
FLOW LENGTH(FEET) = 204.65 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.11
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.81
PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 17.59
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.10 = 1355.06 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 17.59
RAINFALL INTENSITY(INCH/HR) = 1.97
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 8.70
TOTAL STREAM AREA(ACRES) = 8.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.81
**************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 441.44
ELEVATION DATA: UPSTREAM(FEET) = 2.98 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.440
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.821
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.80 0.30 0.100 56 9.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.52
TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 4.52
**************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.41 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 335.09 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.46
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.52
PIPE TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 11.71
Date: 04/17/2025 File name: BSTAN10A.RES Page 35
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 332.10 = 776.53 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.10 TO NODE 332.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 551.75
ELEVATION DATA: UPSTREAM(FEET) = 3.46 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.474
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.657
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.40 0.30 0.100 56 10.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.40 INITIAL SUBAREA RUNOFF(CFS) = 5.68 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 11.71
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.493
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 5.32
EFFECTIVE AREA(ACRES) = 4.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 9.31
**************************************************************************** FLOW PROCESS FROM NODE 332.20 TO NODE 332.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.02
ELEVATION DATA: UPSTREAM(FEET) = 3.44 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.409
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.667
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.40 0.30 0.100 56 10.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.40 INITIAL SUBAREA RUNOFF(CFS) = 3.32 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 11.71
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.493
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.10
EFFECTIVE AREA(ACRES) = 5.60 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 12.41
Date: 04/17/2025 File name: BSTAN10A.RES Page 36
**************************************************************************** FLOW PROCESS FROM NODE 332.10 TO NODE 331.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.13 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 49.21 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.41
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 11.91
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 331.10 = 825.74 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 11.91
RAINFALL INTENSITY(INCH/HR) = 2.47
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 5.60
TOTAL STREAM AREA(ACRES) = 5.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.41
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 15.81 17.59 1.975 0.30( 0.03) 0.10 8.7 333.00
2 12.41 11.91 2.469 0.30( 0.03) 0.10 5.6 332.00

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 25.83 11.91 2.469 0.30( 0.03) 0.10 11.5 332.00
2 25.70 17.59 1.975 0.30( 0.03) 0.10 14.3 333.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 25.83 Tc(MIN.) = 11.91
EFFECTIVE AREA(ACRES) = 11.49 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 14.3
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.10 = 1355.06 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: BSTAN10A.RES Page 37
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.23 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 73.78 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.35
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.83
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 12.13
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.20 = 1428.84 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.20 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1434.07
ELEVATION DATA: UPSTREAM(FEET) = 6.66 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.297
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.063
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.50 0.30 0.100 56 16.30
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.50 INITIAL SUBAREA RUNOFF(CFS) = 10.06 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 12.13
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.442
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 11.94
EFFECTIVE AREA(ACRES) = 16.99 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.8 PEAK FLOW RATE(CFS) = 36.89
**************************************************************************** FLOW PROCESS FROM NODE 331.20 TO NODE 331.20 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 139.89
ELEVATION DATA: UPSTREAM(FEET) = 0.49 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.797
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.405
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.10 0.30 0.100 56 6.80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.10 INITIAL SUBAREA RUNOFF(CFS) = 0.30 Date: 04/17/2025 File name: BSTAN10A.RES Page 38
** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 12.13
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.442
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22
EFFECTIVE AREA(ACRES) = 17.09 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 37.10
**************************************************************************** FLOW PROCESS FROM NODE 331.20 TO NODE 331.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.74 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 462.64 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.52
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.10
PIPE TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 13.84
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.30 = 1891.49 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.30 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 599.88
ELEVATION DATA: UPSTREAM(FEET) = 1.24 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.522
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.296
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.00 0.30 0.100 56 13.52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 INITIAL SUBAREA RUNOFF(CFS) = 4.08 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.265
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.02
EFFECTIVE AREA(ACRES) = 19.09 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 21.9 PEAK FLOW RATE(CFS) = 38.40
**************************************************************************** FLOW PROCESS FROM NODE 331.50 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN10A.RES Page 39
INITIAL SUBAREA FLOW-LENGTH(FEET) = 501.29
ELEVATION DATA: UPSTREAM(FEET) = 0.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.944
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.354
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.60 0.30 0.100 56 12.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.60 INITIAL SUBAREA RUNOFF(CFS) = 3.35 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.265
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.22
EFFECTIVE AREA(ACRES) = 20.69 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 23.5 PEAK FLOW RATE(CFS) = 41.62
**************************************************************************** FLOW PROCESS FROM NODE 331.40 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 789.66
ELEVATION DATA: UPSTREAM(FEET) = 2.95 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.408
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.307
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.20 0.30 0.100 56 13.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.20 INITIAL SUBAREA RUNOFF(CFS) = 6.56 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.265
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 6.44
EFFECTIVE AREA(ACRES) = 23.89 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 26.7 PEAK FLOW RATE(CFS) = 48.06
**************************************************************************** FLOW PROCESS FROM NODE 331.60 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 583.88
ELEVATION DATA: UPSTREAM(FEET) = 0.79 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN10A.RES Page 40
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.559
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.200
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.10 0.30 0.100 56 14.56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.10 INITIAL SUBAREA RUNOFF(CFS) = 4.10 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.265
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.22
EFFECTIVE AREA(ACRES) = 25.99 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 28.8 PEAK FLOW RATE(CFS) = 52.28
**************************************************************************** FLOW PROCESS FROM NODE 331.30 TO NODE 176.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.62 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 559.94 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.28
PIPE TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 16.02
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 176.00 = 2451.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>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 52.28 16.02 2.083 0.30( 0.03) 0.10 26.0 332.00
2 47.42 21.73 1.749 0.30( 0.03) 0.10 28.8 333.00
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 176.00 = 2451.43 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 243.00 11.90 2.470 0.30( 0.11) 0.36 99.0 996.00
2 304.39 22.20 1.728 0.30( 0.11) 0.37 196.2 324.00
3 340.90 31.05 1.426 0.30( 0.12) 0.39 268.3 181.00
4 347.30 34.08 1.352 0.30( 0.12) 0.39 290.7 145.00
5 347.26 34.33 1.346 0.30( 0.12) 0.39 292.2 138.00
6 334.93 44.34 1.162 0.30( 0.12) 0.40 337.3 151.00
7 333.46 45.08 1.151 0.30( 0.12) 0.40 339.8 162.00
Date: 04/17/2025 File name: BSTAN10A.RES Page 41
8 332.11 45.43 1.146 0.30( 0.12) 0.40 340.2 168.00
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 289.16 11.90 2.470 0.30( 0.10) 0.32 118.3 996.00
2 319.84 16.02 2.083 0.30( 0.10) 0.32 163.8 332.00
3 349.04 21.73 1.749 0.30( 0.10) 0.34 220.6 333.00
4 351.23 22.20 1.728 0.30( 0.10) 0.34 225.0 324.00
5 379.39 31.05 1.426 0.30( 0.11) 0.36 297.1 181.00
6 383.75 34.08 1.352 0.30( 0.11) 0.36 319.5 145.00
7 383.56 34.33 1.346 0.30( 0.11) 0.36 321.0 138.00
8 366.17 44.34 1.162 0.30( 0.11) 0.38 366.1 151.00
9 364.39 45.08 1.151 0.30( 0.11) 0.38 368.6 162.00
10 362.90 45.43 1.146 0.30( 0.11) 0.38 369.0 168.00
TOTAL AREA(ACRES) = 369.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 383.75 Tc(MIN.) = 34.078
EFFECTIVE AREA(ACRES) = 319.49 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 369.0
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.10 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.43 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 469.00 CHANNEL SLOPE = 0.0009 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 383.75
FLOW VELOCITY(FEET/SEC.) = 6.53 FLOW DEPTH(FEET) = 4.57 TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 35.28
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.10 = 7191.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.20 TO NODE 176.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 505.00
ELEVATION DATA: UPSTREAM(FEET) = 3.09 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.159
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.704
Date: 04/17/2025 File name: BSTAN10A.RES Page 42
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.00 0.30 0.100 56 10.16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.00 INITIAL SUBAREA RUNOFF(CFS) = 12.03 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 35.28
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.325
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 5.83
EFFECTIVE AREA(ACRES) = 324.49 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 374.0 PEAK FLOW RATE(CFS) = 383.75
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 176.10 TO NODE 323.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.43 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 469.00 CHANNEL SLOPE = 0.0009 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 383.75
FLOW VELOCITY(FEET/SEC.) = 6.53 FLOW DEPTH(FEET) = 4.57 TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 36.47
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 323.00 = 7660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.50 TO NODE 323.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 934.79
ELEVATION DATA: UPSTREAM(FEET) = 0.75 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.511
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.861
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.80 0.30 0.100 56 19.51
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.80 INITIAL SUBAREA RUNOFF(CFS) = 4.61 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 36.47
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.300
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 3.20
EFFECTIVE AREA(ACRES) = 327.29 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.36 Date: 04/17/2025 File name: BSTAN10A.RES Page 43
TOTAL AREA(ACRES) = 376.8 PEAK FLOW RATE(CFS) = 383.75
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 36.47
RAINFALL INTENSITY(INCH/HR) = 1.30
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.36
EFFECTIVE STREAM AREA(ACRES) = 327.29
TOTAL STREAM AREA(ACRES) = 376.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 383.75
**************************************************************************** FLOW PROCESS FROM NODE 333.30 TO NODE 333.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 393.86
ELEVATION DATA: UPSTREAM(FEET) = 1.28 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.438
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.663
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.60 0.30 0.100 56 10.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.79
TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 3.79
**************************************************************************** FLOW PROCESS FROM NODE 333.30 TO NODE 323.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.25 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.26
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.79
PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 11.47
LONGEST FLOWPATH FROM NODE 333.30 TO NODE 323.00 = 718.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 1 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN10A.RES Page 44
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 11.47
RAINFALL INTENSITY(INCH/HR) = 2.52
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.60
TOTAL STREAM AREA(ACRES) = 1.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.79
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 289.16 14.48 2.208 0.30( 0.09) 0.31 126.1 996.00
1 319.84 18.53 1.916 0.30( 0.09) 0.31 171.6 332.00
1 349.04 24.19 1.645 0.30( 0.10) 0.33 228.4 333.00
1 351.23 24.64 1.628 0.30( 0.10) 0.33 232.8 324.00
1 379.39 33.45 1.366 0.30( 0.11) 0.35 304.9 181.00
1 383.75 36.47 1.300 0.30( 0.11) 0.36 327.3 145.00
1 383.56 36.73 1.295 0.30( 0.11) 0.36 328.8 138.00
1 366.17 46.76 1.128 0.30( 0.11) 0.37 373.9 151.00
1 364.39 47.51 1.117 0.30( 0.11) 0.37 376.4 162.00
1 362.90 47.86 1.113 0.30( 0.11) 0.37 376.8 168.00
2 3.79 11.47 2.523 0.30( 0.03) 0.10 1.6 333.30

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 266.99 11.47 2.523 0.30( 0.09) 0.30 101.5 333.30
2 292.47 14.48 2.208 0.30( 0.09) 0.30 127.7 996.00
3 322.71 18.53 1.916 0.30( 0.09) 0.31 173.2 332.00
4 351.50 24.19 1.645 0.30( 0.10) 0.33 230.0 333.00
5 353.65 24.64 1.628 0.30( 0.10) 0.33 234.4 324.00
6 381.43 33.45 1.366 0.30( 0.11) 0.35 306.5 181.00
7 385.68 36.47 1.300 0.30( 0.11) 0.36 328.9 145.00
8 385.48 36.73 1.295 0.30( 0.11) 0.36 330.4 138.00
9 367.83 46.76 1.128 0.30( 0.11) 0.37 375.5 151.00
10 366.04 47.51 1.117 0.30( 0.11) 0.37 378.0 162.00
11 364.55 47.86 1.113 0.30( 0.11) 0.37 378.4 168.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 385.68 Tc(MIN.) = 36.47
EFFECTIVE AREA(ACRES) = 328.89 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 378.4
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 323.00 = 7660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< Date: 04/17/2025 File name: BSTAN10A.RES Page 45
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1.15 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 23.868
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.658
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 6.90 0.25 0.500 69 23.87
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 9.52
TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 9.52
**************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.08 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 19.14 ***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.) = 1.68
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02
STREET FLOW TRAVEL TIME(MIN.) = 8.94 Tc(MIN.) = 32.81
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.381
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 16.90 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 16.90 SUBAREA RUNOFF(CFS) = 19.11 Date: 04/17/2025 File name: BSTAN10A.RES Page 46
EFFECTIVE AREA(ACRES) = 23.80 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 23.8 PEAK FLOW RATE(CFS) = 26.91
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 301.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.80 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.02
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.91
PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 33.87
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 2220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.87
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.356
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 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) = 17.37 EFFECTIVE AREA(ACRES) = 39.80 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 39.8 PEAK FLOW RATE(CFS) = 43.75
**************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.78 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.63
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.75
PIPE TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 35.98
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 2930.00 FEET.

Date: 04/17/2025 File name: BSTAN10A.RES Page 47
**************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.98
* 10 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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 19.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 19.40 SUBAREA RUNOFF(CFS) = 20.26 EFFECTIVE AREA(ACRES) = 59.20 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 59.2 PEAK FLOW RATE(CFS) = 62.36
**************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.78 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.45
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 62.36
PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 36.89
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 3340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.89
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.292
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 25.50 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 25.50 SUBAREA RUNOFF(CFS) = 28.95 EFFECTIVE AREA(ACRES) = 84.70 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 84.7 PEAK FLOW RATE(CFS) = 90.31
**************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Date: 04/17/2025 File name: BSTAN10A.RES Page 48
ELEVATION DATA: UPSTREAM(FEET) = 1.88 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.69
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 90.31
PIPE TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 38.76
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 4090.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 38.76
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.256
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.50 SUBAREA RUNOFF(CFS) = 12.44 EFFECTIVE AREA(ACRES) = 97.20 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 97.2 PEAK FLOW RATE(CFS) = 100.00
**************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.90
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 100.00
PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 39.73
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 306.00 = 4490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 39.73
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.238
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 40.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 39.17 Date: 04/17/2025 File name: BSTAN10A.RES Page 49
EFFECTIVE AREA(ACRES) = 137.20 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 137.2 PEAK FLOW RATE(CFS) = 137.63
**************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 50.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.41
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 137.63
PIPE TRAVEL TIME(MIN.) = 1.89 Tc(MIN.) = 41.62
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 307.00 = 5330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 41.62
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.205
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 20.50 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 20.86 EFFECTIVE AREA(ACRES) = 157.70 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 157.7 PEAK FLOW RATE(CFS) = 154.47
**************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.45 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.64
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 154.47
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 42.01
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00 = 5510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 42.01
Date: 04/17/2025 File name: BSTAN10A.RES Page 50
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.199
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 6.04
EFFECTIVE AREA(ACRES) = 164.10 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 164.1 PEAK FLOW RATE(CFS) = 159.60
**************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
ELEVATION DATA: UPSTREAM(FEET) = 2.25 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.749
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.796
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.30 0.30 0.600 56 20.75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 13.53
TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 13.53
**************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 309.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.56 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.36 Date: 04/17/2025 File name: BSTAN10A.RES Page 51
***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.) = 1.69
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03
STREET FLOW TRAVEL TIME(MIN.) = 12.83 Tc(MIN.) = 33.58
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.363
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 10.60 SUBAREA RUNOFF(CFS) = 11.57 EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 21.48
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 309.00 = 2200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
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) = 24.14 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.84
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20
STREET FLOW TRAVEL TIME(MIN.) = 4.53 Tc(MIN.) = 38.11
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.268
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
Date: 04/17/2025 File name: BSTAN10A.RES Page 52
SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 5.33
EFFECTIVE AREA(ACRES) = 25.20 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 25.2 PEAK FLOW RATE(CFS) = 25.10
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.87 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 310.00 = 2700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.70 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.19 ***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.) = 1.94
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.31
STREET FLOW TRAVEL TIME(MIN.) = 5.00 Tc(MIN.) = 43.10
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.181
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 311.00 = 3280.00 FEET. **************************************************************************** Date: 04/17/2025 File name: BSTAN10A.RES Page 53
FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 43.10
RAINFALL INTENSITY(INCH/HR) = 1.18
AREA-AVERAGED Fm(INCH/HR) = 0.16
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.53
EFFECTIVE STREAM AREA(ACRES) = 29.70
TOTAL STREAM AREA(ACRES) = 29.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.32
**************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.434
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.812
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 6.60 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) = 9.87
TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 9.87
**************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.08 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.82 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
Date: 04/17/2025 File name: BSTAN10A.RES Page 54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78
STREET FLOW TRAVEL TIME(MIN.) = 10.50 Tc(MIN.) = 30.93
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.429
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.46 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 313.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.47 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
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) = 17.64 ***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.) = 1.84
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04
STREET FLOW TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) = 33.29
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.370
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 8.34
EFFECTIVE AREA(ACRES) = 19.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 Date: 04/17/2025 File name: BSTAN10A.RES Page 55
TOTAL AREA(ACRES) = 19.3 PEAK FLOW RATE(CFS) = 21.19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 314.00 = 2160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 311.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.94 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.88 ***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.) = 2.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34
STREET FLOW TRAVEL TIME(MIN.) = 4.05 Tc(MIN.) = 37.34
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.283
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.20 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 9.38
EFFECTIVE AREA(ACRES) = 28.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 28.5 PEAK FLOW RATE(CFS) = 29.05
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 311.00 = 2680.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

Date: 04/17/2025 File name: BSTAN10A.RES Page 56
TIME OF CONCENTRATION(MIN.) = 37.34
RAINFALL INTENSITY(INCH/HR) = 1.28
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 28.50
TOTAL STREAM AREA(ACRES) = 28.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.05
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 27.32 43.10 1.181 0.30( 0.16) 0.53 29.7 330.00
2 29.05 37.34 1.283 0.30( 0.15) 0.50 28.5 312.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 55.07 37.34 1.283 0.30( 0.15) 0.51 54.2 312.00
2 53.78 43.10 1.181 0.30( 0.15) 0.52 58.2 330.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 55.07 Tc(MIN.) = 37.34
EFFECTIVE AREA(ACRES) = 54.23 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 58.2
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 311.00 = 3280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 308.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.63 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 55.07 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.80
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.89
Date: 04/17/2025 File name: BSTAN10A.RES Page 57
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.32
STREET FLOW TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 39.36
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.245
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 54.23 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 58.2 PEAK FLOW RATE(CFS) = 55.07
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY(FT*FT/SEC.) = 2.32 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 308.00 = 3630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 55.07 39.36 1.245 0.30( 0.15) 0.51 54.2 312.00
2 53.78 45.14 1.151 0.30( 0.15) 0.52 58.2 330.00
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 308.00 = 3630.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 159.60 42.01 1.199 0.29( 0.12) 0.41 164.1 300.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00 = 5510.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 210.90 39.36 1.245 0.29( 0.13) 0.43 208.0 312.00
2 214.07 42.01 1.199 0.29( 0.13) 0.43 220.2 300.00
3 206.23 45.14 1.151 0.29( 0.13) 0.44 222.3 330.00
TOTAL AREA(ACRES) = 222.3
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 214.07 Tc(MIN.) = 42.009
EFFECTIVE AREA(ACRES) = 220.15 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 222.3
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00 = 5510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 317.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: BSTAN10A.RES Page 58
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.06 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 59.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.17
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 214.07
PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 42.91
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 317.00 = 5950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 317.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 42.91
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.185
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 6.10 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 6.34
EFFECTIVE AREA(ACRES) = 226.25 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 228.4 PEAK FLOW RATE(CFS) = 215.76
**************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 317.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 42.91
RAINFALL INTENSITY(INCH/HR) = 1.18
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.43
EFFECTIVE STREAM AREA(ACRES) = 226.25
TOTAL STREAM AREA(ACRES) = 228.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 215.76
**************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00
ELEVATION DATA: UPSTREAM(FEET) = 1.10 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.822
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.026
SUBAREA Tc AND LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: BSTAN10A.RES Page 59
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.70 0.30 0.500 56 16.82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 4.56
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 4.56
**************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 317.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.70 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 13.62
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.29
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51
STREET FLOW TRAVEL TIME(MIN.) = 4.53 Tc(MIN.) = 21.36
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.767
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 2.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 4.56
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.62 FLOW VELOCITY(FEET/SEC.) = 1.29 DEPTH*VELOCITY(FT*FT/SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 318.00 TO NODE 317.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 317.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 21.36
RAINFALL INTENSITY(INCH/HR) = 1.77
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 2.70
Date: 04/17/2025 File name: BSTAN10A.RES Page 60
TOTAL STREAM AREA(ACRES) = 2.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.56
**************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
ELEVATION DATA: UPSTREAM(FEET) = 1.44 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.125
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.335
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.40 0.30 0.100 56 13.12
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 9.13
TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 9.13
**************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 317.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.70 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 18.22
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.51
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72
STREET FLOW TRAVEL TIME(MIN.) = 3.85 Tc(MIN.) = 16.98
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.015
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 4.40 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 9.13
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 18.22 FLOW VELOCITY(FEET/SEC.) = 1.51 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 Date: 04/17/2025 File name: BSTAN10A.RES Page 61
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 317.00 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 317.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 16.98
RAINFALL INTENSITY(INCH/HR) = 2.01
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 4.40
TOTAL STREAM AREA(ACRES) = 4.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.13
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 212.63 40.26 1.229 0.29( 0.12) 0.43 214.1 312.00
1 215.76 42.91 1.185 0.29( 0.12) 0.43 226.3 300.00
1 208.10 46.04 1.138 0.29( 0.13) 0.43 228.4 330.00
2 4.56 21.36 1.767 0.30( 0.15) 0.50 2.7 318.00
3 9.13 16.98 2.015 0.30( 0.03) 0.10 4.4 320.00

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
1 166.88 16.98 2.015 0.29( 0.12) 0.41 96.8 320.00
2 180.35 21.36 1.767 0.29( 0.12) 0.42 120.7 318.00
3 221.19 40.26 1.229 0.29( 0.12) 0.42 221.2 312.00
4 223.98 42.91 1.185 0.29( 0.12) 0.42 233.4 300.00
5 215.98 46.04 1.138 0.29( 0.12) 0.42 235.5 330.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 223.98 Tc(MIN.) = 42.91
EFFECTIVE AREA(ACRES) = 233.35 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 235.5
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 317.00 = 5950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 322.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.16 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.33
ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 Date: 04/17/2025 File name: BSTAN10A.RES Page 62
PIPE-FLOW(CFS) = 223.98
PIPE TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 44.71
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 322.00 = 6850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 322.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 44.71
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.157
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 14.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 14.20 SUBAREA RUNOFF(CFS) = 14.40 EFFECTIVE AREA(ACRES) = 247.55 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 249.7 PEAK FLOW RATE(CFS) = 231.45
**************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 323.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.31 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.33
ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 231.45
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 44.97
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 323.00 = 6980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 44.97
RAINFALL INTENSITY(INCH/HR) = 1.15
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.40
EFFECTIVE STREAM AREA(ACRES) = 247.55
TOTAL STREAM AREA(ACRES) = 249.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 231.45
**************************************************************************** FLOW PROCESS FROM NODE 998.00 TO NODE 323.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Date: 04/17/2025 File name: BSTAN10A.RES Page 63
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 5.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.902
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.259
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 8.10 0.30 0.100 56 13.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 16.25
TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 16.25
**************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 13.90
RAINFALL INTENSITY(INCH/HR) = 2.26
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 8.10
TOTAL STREAM AREA(ACRES) = 8.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.25
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 178.26 19.20 1.878 0.29( 0.11) 0.37 111.0 320.00
1 190.58 23.53 1.671 0.29( 0.11) 0.38 134.9 318.00
1 228.86 42.32 1.194 0.29( 0.12) 0.40 235.4 312.00
1 231.45 44.97 1.153 0.29( 0.12) 0.40 247.6 300.00
1 223.37 48.14 1.109 0.29( 0.12) 0.40 249.7 330.00
2 16.25 13.90 2.259 0.30( 0.03) 0.10 8.1 998.00

PEAK FLOW RATE(CFS) = 239.64 Tc(MIN.) = 44.97
Date: 04/17/2025 File name: BSTAN10A.RES Page 64
EFFECTIVE AREA(ACRES) = 255.65 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 257.8
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 323.00 = 6980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 173.17 13.90 2.259 0.29( 0.10) 0.35 88.5 998.00
2 191.73 19.20 1.878 0.29( 0.10) 0.35 119.1 320.00
3 202.55 23.53 1.671 0.29( 0.11) 0.37 143.0 318.00
4 237.35 42.32 1.194 0.29( 0.11) 0.39 243.5 312.00
5 239.64 44.97 1.153 0.29( 0.12) 0.39 255.7 300.00
6 231.23 48.14 1.109 0.29( 0.12) 0.39 257.8 330.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 323.00 = 6980.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 266.99 11.47 2.523 0.30( 0.09) 0.30 101.5 333.30
2 292.47 14.48 2.208 0.30( 0.09) 0.30 127.7 996.00
3 322.71 18.53 1.916 0.30( 0.09) 0.31 173.2 332.00
4 351.50 24.19 1.645 0.30( 0.10) 0.33 230.0 333.00
5 353.65 24.64 1.628 0.30( 0.10) 0.33 234.4 324.00
6 381.43 33.45 1.366 0.30( 0.11) 0.35 306.5 181.00
7 385.68 36.47 1.300 0.30( 0.11) 0.36 328.9 145.00
8 385.48 36.73 1.295 0.30( 0.11) 0.36 330.4 138.00
9 367.83 46.76 1.128 0.30( 0.11) 0.37 375.5 151.00
10 366.04 47.51 1.117 0.30( 0.11) 0.37 378.0 162.00
11 364.55 47.86 1.113 0.30( 0.11) 0.37 378.4 168.00
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 323.00 = 7660.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 427.29 11.47 2.523 0.30( 0.10) 0.32 174.5 333.30
2 460.77 13.90 2.259 0.30( 0.10) 0.32 211.1 998.00
3 467.65 14.48 2.208 0.30( 0.10) 0.32 219.5 996.00
4 512.08 18.53 1.916 0.30( 0.10) 0.33 288.5 332.00
5 517.86 19.20 1.878 0.30( 0.10) 0.33 299.1 320.00
6 550.70 23.53 1.671 0.30( 0.10) 0.34 366.4 318.00
7 555.26 24.19 1.645 0.30( 0.10) 0.34 376.5 333.00
8 558.26 24.64 1.628 0.30( 0.10) 0.34 383.3 324.00
9 602.35 33.45 1.366 0.30( 0.11) 0.36 502.6 181.00
10 612.20 36.47 1.300 0.30( 0.11) 0.37 541.1 145.00
11 612.47 36.73 1.295 0.30( 0.11) 0.37 544.0 138.00
12 613.00 42.32 1.194 0.30( 0.11) 0.38 599.0 312.00
13 610.63 44.97 1.153 0.30( 0.11) 0.38 623.1 300.00
14 602.72 46.76 1.128 0.30( 0.11) 0.38 632.4 151.00
15 598.96 47.51 1.117 0.30( 0.11) 0.38 635.3 162.00
16 596.52 47.86 1.113 0.30( 0.11) 0.38 636.0 168.00
17 594.44 48.14 1.109 0.30( 0.11) 0.38 636.2 330.00
Date: 04/17/2025 File name: BSTAN10A.RES Page 65
TOTAL AREA(ACRES) = 636.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 613.00 Tc(MIN.) = 42.320
EFFECTIVE AREA(ACRES) = 599.03 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 636.2
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 323.00 = 7660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 999.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.64 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2190.00 CHANNEL SLOPE = 0.0007 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 12.00
CHANNEL FLOW THRU SUBAREA(CFS) = 613.00
FLOW VELOCITY(FEET/SEC.) = 6.69 FLOW DEPTH(FEET) = 4.78 TRAVEL TIME(MIN.) = 5.45 Tc(MIN.) = 47.77
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 999.00 = 9850.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 636.2 TC(MIN.) = 47.77
EFFECTIVE AREA(ACRES) = 599.03 AREA-AVERAGED Fm(INCH/HR)= 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.375 PEAK FLOW RATE(CFS) = 613.00
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 427.29 17.50 1.981 0.30( 0.10) 0.32 174.5 333.30
2 460.77 19.80 1.845 0.30( 0.10) 0.32 211.1 998.00
3 467.65 20.36 1.816 0.30( 0.10) 0.32 219.5 996.00
4 512.08 24.26 1.642 0.30( 0.10) 0.33 288.5 332.00
5 517.86 24.91 1.617 0.30( 0.10) 0.33 299.1 320.00
6 550.70 29.15 1.478 0.30( 0.10) 0.34 366.4 318.00
7 555.26 29.79 1.460 0.30( 0.10) 0.34 376.5 333.00
8 558.26 30.23 1.448 0.30( 0.10) 0.34 383.3 324.00
9 602.35 38.93 1.252 0.30( 0.11) 0.36 502.6 181.00
10 612.20 41.93 1.200 0.30( 0.11) 0.37 541.1 145.00
11 612.47 42.18 1.196 0.30( 0.11) 0.37 544.0 138.00
12 613.00 47.77 1.114 0.30( 0.11) 0.38 599.0 312.00
13 610.63 50.42 1.080 0.30( 0.11) 0.38 623.1 300.00
14 602.72 52.24 1.058 0.30( 0.11) 0.38 632.4 151.00
15 598.96 52.99 1.050 0.30( 0.11) 0.38 635.3 162.00
16 596.52 53.36 1.045 0.30( 0.11) 0.38 636.0 168.00
17 594.44 53.63 1.042 0.30( 0.11) 0.38 636.2 330.00
============================================================================ ============================================================================ Date: 04/17/2025 File name: BSTAN10A.RES Page 66

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: BSTAN10A.RES Page 67 Date: 04/17/2025 File name: BSTAN10A.RES Page 68 ____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA B (EXISTING CONDITION) *
* 10-YEAR STORM, NODE 333.4 TO NODE 1003 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTAN10B.DAT
TIME/DATE OF STUDY: 19:32 02/05/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

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

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 333.40 TO NODE 333.40 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.29
ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN10B.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.568
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.644
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.80 0.30 0.100 56 10.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.88
TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 1.88
**************************************************************************** FLOW PROCESS FROM NODE 333.40 TO NODE 333.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 8.42 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 837.64 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 17.33
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52
STREET FLOW TRAVEL TIME(MIN.) = 4.22 Tc(MIN.) = 14.79
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.181
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 7.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 14.32
EFFECTIVE AREA(ACRES) = 8.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = 15.87
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.71 FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH*VELOCITY(FT*FT/SEC.) = 2.02 LONGEST FLOWPATH FROM NODE 333.40 TO NODE 333.10 = 1207.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.10 TO NODE 335.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Date: 04/17/2025 File name: BSTAN10B.RES Page 2
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 772.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.48
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.87
PIPE TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = 17.66
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 335.00 = 1979.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.20 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.66
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.970
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 4.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 7.68
EFFECTIVE AREA(ACRES) = 12.60 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.6 PEAK FLOW RATE(CFS) = 22.00
**************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 17.66
RAINFALL INTENSITY(INCH/HR) = 1.97
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.60
TOTAL STREAM AREA(ACRES) = 12.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.00
**************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
ELEVATION DATA: UPSTREAM(FEET) = 0.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.636
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.112
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Date: 04/17/2025 File name: BSTAN10B.RES Page 3
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.80 0.30 0.100 56 15.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 10.87
TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 10.87
**************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 335.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.48 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.87 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 18.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.40
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73
STREET FLOW TRAVEL TIME(MIN.) = 4.76 Tc(MIN.) = 20.40
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.814
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 10.87
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 334.00 TO NODE 335.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 20.40
RAINFALL INTENSITY(INCH/HR) = 1.81
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 5.80
Date: 04/17/2025 File name: BSTAN10B.RES Page 4
TOTAL STREAM AREA(ACRES) = 5.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.87
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 22.00 17.66 1.970 0.30( 0.03) 0.10 12.6 333.40
2 10.87 20.40 1.814 0.30( 0.03) 0.10 5.8 334.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 32.23 17.66 1.970 0.30( 0.03) 0.10 17.6 333.40
2 31.10 20.40 1.814 0.30( 0.03) 0.10 18.4 334.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 32.23 Tc(MIN.) = 17.66
EFFECTIVE AREA(ACRES) = 17.62 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 18.4
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 335.00 = 1979.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.40 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.66
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.970
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 7.80 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 7.80 SUBAREA RUNOFF(CFS) = 13.62
EFFECTIVE AREA(ACRES) = 25.42 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 26.2 PEAK FLOW RATE(CFS) = 44.39
**************************************************************************** FLOW PROCESS FROM NODE 336.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.66
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.970
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.80
Date: 04/17/2025 File name: BSTAN10B.RES Page 5
EFFECTIVE AREA(ACRES) = 26.52 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 27.3 PEAK FLOW RATE(CFS) = 46.19
**************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 387.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.18 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.19
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 18.24
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 387.00 = 2129.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 387.00 TO NODE 387.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 18.24
RAINFALL INTENSITY(INCH/HR) = 1.93
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.12
EFFECTIVE STREAM AREA(ACRES) = 26.52
TOTAL STREAM AREA(ACRES) = 27.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.19
**************************************************************************** FLOW PROCESS FROM NODE 335.10 TO NODE 335.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 909.42
ELEVATION DATA: UPSTREAM(FEET) = 2.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.085
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.156
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 7.50 0.30 0.100 56 15.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 14.35
TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 14.35
**************************************************************************** FLOW PROCESS FROM NODE 335.10 TO NODE 387.00 IS CODE = 31 Date: 04/17/2025 File name: BSTAN10B.RES Page 6
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.50 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.97
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.35
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 15.49
LONGEST FLOWPATH FROM NODE 335.10 TO NODE 387.00 = 1079.42 FEET. **************************************************************************** FLOW PROCESS FROM NODE 387.00 TO NODE 387.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 15.49
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.124
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.30 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 6.22
EFFECTIVE AREA(ACRES) = 10.80 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 20.35
**************************************************************************** FLOW PROCESS FROM NODE 387.00 TO NODE 387.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 15.49
RAINFALL INTENSITY(INCH/HR) = 2.12
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 10.80
TOTAL STREAM AREA(ACRES) = 10.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.35
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 46.19 18.24 1.934 0.30( 0.03) 0.12 26.5 333.40
1 43.71 20.99 1.784 0.30( 0.03) 0.12 27.3 334.00
2 20.35 15.49 2.124 0.30( 0.03) 0.10 10.8 335.10

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

Date: 04/17/2025 File name: BSTAN10B.RES Page 7
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 63.49 15.49 2.124 0.30( 0.03) 0.11 33.3 335.10
2 64.69 18.24 1.934 0.30( 0.03) 0.11 37.3 333.40
3 60.76 20.99 1.784 0.30( 0.03) 0.11 38.1 334.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 64.69 Tc(MIN.) = 18.24
EFFECTIVE AREA(ACRES) = 37.32 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 38.1
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 387.00 = 2129.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 387.00 TO NODE 999.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.78 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.74
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.69
PIPE TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 20.53
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 999.00 = 2779.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 337.00 TO NODE 999.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.53
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.807
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.64
EFFECTIVE AREA(ACRES) = 40.22 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 41.0 PEAK FLOW RATE(CFS) = 64.69
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 335.30 TO NODE 999.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.53
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.807
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: BSTAN10B.RES Page 8
COMMERCIAL B 4.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 7.04
EFFECTIVE AREA(ACRES) = 44.62 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 45.4 PEAK FLOW RATE(CFS) = 71.25
**************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 338.00 TO NODE 338.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 790.00
ELEVATION DATA: UPSTREAM(FEET) = 1.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.848
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.842
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 4.80 0.30 0.600 56 19.85
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 7.18
TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 7.18
**************************************************************************** FLOW PROCESS FROM NODE 338.00 TO NODE 339.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.56 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.52
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91
Date: 04/17/2025 File name: BSTAN10B.RES Page 9
STREET FLOW TRAVEL TIME(MIN.) = 6.11 Tc(MIN.) = 25.96
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.580
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 9.80 0.30 0.600 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 9.80 SUBAREA RUNOFF(CFS) = 12.35
EFFECTIVE AREA(ACRES) = 14.60 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 14.6 PEAK FLOW RATE(CFS) = 18.39
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 23.26 FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 338.00 TO NODE 339.00 = 1440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 339.00 TO NODE 340.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.35 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 145.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 23.93
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12
STREET FLOW TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 27.20
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.538
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 2.87
EFFECTIVE AREA(ACRES) = 16.90 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 16.9 PEAK FLOW RATE(CFS) = 20.72
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 24.30 FLOW VELOCITY(FEET/SEC.) = 1.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 Date: 04/17/2025 File name: BSTAN10B.RES Page 10
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 340.00 = 1585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.30 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 27.49
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.64
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03
STREET FLOW TRAVEL TIME(MIN.) = 9.38 Tc(MIN.) = 36.57
* 10 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 1.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 1.86
EFFECTIVE AREA(ACRES) = 18.70 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 18.7 PEAK FLOW RATE(CFS) = 20.72
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 27.05 FLOW VELOCITY(FEET/SEC.) = 1.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 338.00 TO NODE 341.00 = 2505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.28 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.89
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.72
PIPE TRAVEL TIME(MIN.) = 3.64 Tc(MIN.) = 40.21
Date: 04/17/2025 File name: BSTAN10B.RES Page 11
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 342.00 = 3355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 342.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 40.21
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.229
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.30 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.56
EFFECTIVE AREA(ACRES) = 22.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 22.0 PEAK FLOW RATE(CFS) = 21.33
**************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 342.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 40.21
RAINFALL INTENSITY(INCH/HR) = 1.23
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.51
EFFECTIVE STREAM AREA(ACRES) = 22.00
TOTAL STREAM AREA(ACRES) = 22.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.33
**************************************************************************** FLOW PROCESS FROM NODE 343.00 TO NODE 343.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00
ELEVATION DATA: UPSTREAM(FEET) = 1.38 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.022
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.783
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.80 0.30 0.500 56 21.02
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 14.40
TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 14.40
Date: 04/17/2025 File name: BSTAN10B.RES Page 12
**************************************************************************** FLOW PROCESS FROM NODE 343.00 TO NODE 344.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.88 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.09 ***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.) = 1.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04
STREET FLOW TRAVEL TIME(MIN.) = 4.77 Tc(MIN.) = 25.79
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.586
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 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) = 7.37
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) = 20.03
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 343.00 TO NODE 344.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 344.00 TO NODE 345.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.25 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.61
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.03
PIPE TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 27.67
LONGEST FLOWPATH FROM NODE 343.00 TO NODE 345.00 = 1900.00 FEET.

Date: 04/17/2025 File name: BSTAN10B.RES Page 13
**************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 27.67
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.523
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 16.80 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 22.12 EFFECTIVE AREA(ACRES) = 32.30 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 32.3 PEAK FLOW RATE(CFS) = 41.28
**************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 342.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.75
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.28
PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 28.69
LONGEST FLOWPATH FROM NODE 343.00 TO NODE 342.00 = 2130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 342.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 28.69
RAINFALL INTENSITY(INCH/HR) = 1.49
AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.34
EFFECTIVE STREAM AREA(ACRES) = 32.30
TOTAL STREAM AREA(ACRES) = 32.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.28
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.33 40.21 1.229 0.30( 0.15) 0.51 22.0 338.00
2 41.28 28.69 1.492 0.30( 0.10) 0.34 32.3 343.00

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

Date: 04/17/2025 File name: BSTAN10B.RES Page 14
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 60.21 28.69 1.492 0.30( 0.12) 0.40 48.0 343.00
2 54.81 40.21 1.229 0.30( 0.12) 0.41 54.3 338.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 60.21 Tc(MIN.) = 28.69
EFFECTIVE AREA(ACRES) = 48.00 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 54.3
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 342.00 = 3355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 346.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.08 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.62
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.21
PIPE TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = 31.94
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 346.00 = 4255.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 346.00 TO NODE 346.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.94
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.403
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 4.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 4.94
EFFECTIVE AREA(ACRES) = 52.00 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 58.3 PEAK FLOW RATE(CFS) = 60.39
**************************************************************************** FLOW PROCESS FROM NODE 346.00 TO NODE 999.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.28 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.65
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 Date: 04/17/2025 File name: BSTAN10B.RES Page 15
PIPE-FLOW(CFS) = 60.39
PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 32.76
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 999.00 = 4485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.76
* 10 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
MOBILE HOME PARK B 8.80 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) = 10.36
EFFECTIVE AREA(ACRES) = 60.80 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 67.1 PEAK FLOW RATE(CFS) = 69.80
**************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 69.80 32.76 1.383 0.30( 0.11) 0.36 60.8 343.00
2 63.41 44.43 1.161 0.30( 0.11) 0.37 67.1 338.00
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 999.00 = 4485.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 70.43 17.83 1.959 0.30( 0.03) 0.11 40.6 335.10
2 71.25 20.53 1.807 0.30( 0.03) 0.11 44.6 333.40
3 67.28 23.33 1.679 0.30( 0.03) 0.11 45.4 334.00
LONGEST FLOWPATH FROM NODE 333.40 TO NODE 999.00 = 2779.93 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 125.58 17.83 1.959 0.30( 0.07) 0.22 73.7 335.10
2 129.55 20.53 1.807 0.30( 0.07) 0.22 82.7 333.40
3 128.55 23.33 1.679 0.30( 0.07) 0.23 88.7 334.00
4 124.94 32.76 1.383 0.30( 0.08) 0.25 106.2 343.00
5 109.51 44.43 1.161 0.30( 0.08) 0.27 112.5 338.00
TOTAL AREA(ACRES) = 112.5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 129.55 Tc(MIN.) = 20.527
EFFECTIVE AREA(ACRES) = 82.71 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 112.5
Date: 04/17/2025 File name: BSTAN10B.RES Page 16
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 999.00 = 4485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 20.53
RAINFALL INTENSITY(INCH/HR) = 1.81
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.22
EFFECTIVE STREAM AREA(ACRES) = 82.71
TOTAL STREAM AREA(ACRES) = 112.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 129.55
**************************************************************************** FLOW PROCESS FROM NODE 1006.00 TO NODE 999.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.655
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.384
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.80 0.30 0.100 56 12.65
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 8.05
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 8.05
**************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 12.65
RAINFALL INTENSITY(INCH/HR) = 2.38
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
Date: 04/17/2025 File name: BSTAN10B.RES Page 17
EFFECTIVE STREAM AREA(ACRES) = 3.80
TOTAL STREAM AREA(ACRES) = 3.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.05
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 125.58 17.83 1.959 0.30( 0.07) 0.22 73.7 335.10
1 129.55 20.53 1.807 0.30( 0.07) 0.22 82.7 333.40
1 128.55 23.33 1.679 0.30( 0.07) 0.23 88.7 334.00
1 124.94 32.76 1.383 0.30( 0.08) 0.25 106.2 343.00
1 109.51 44.43 1.161 0.30( 0.08) 0.27 112.5 338.00
2 8.05 12.65 2.384 0.30( 0.03) 0.10 3.8 1006.00

PEAK FLOW RATE(CFS) = 135.62 Tc(MIN.) = 20.53
EFFECTIVE AREA(ACRES) = 86.51 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 116.3
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 999.00 = 4485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 999.00 TO NODE 1000.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.20 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 850.00 CHANNEL SLOPE = 0.0026 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 7.00
CHANNEL FLOW THRU SUBAREA(CFS) = 135.62
FLOW VELOCITY(FEET/SEC.) = 7.35 FLOW DEPTH(FEET) = 2.22 TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 22.46
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1000.00 = 5335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 22.46
RAINFALL INTENSITY(INCH/HR) = 1.72
Date: 04/17/2025 File name: BSTAN10B.RES Page 18
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.22
EFFECTIVE STREAM AREA(ACRES) = 86.51
TOTAL STREAM AREA(ACRES) = 116.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 135.62
**************************************************************************** FLOW PROCESS FROM NODE 354.00 TO NODE 354.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 840.00
ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.276
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.995
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 3.00 0.25 0.100 69 17.28
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 5.32
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 5.32
**************************************************************************** FLOW PROCESS FROM NODE 354.00 TO NODE 355.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.55 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 460.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.57
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.32
PIPE TRAVEL TIME(MIN.) = 2.99 Tc(MIN.) = 20.26
LONGEST FLOWPATH FROM NODE 354.00 TO NODE 355.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 355.00 TO NODE 355.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.26
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.821
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 6.60 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 10.67
EFFECTIVE AREA(ACRES) = 9.60 AREA-AVERAGED Fm(INCH/HR) = 0.03 Date: 04/17/2025 File name: BSTAN10B.RES Page 19
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.6 PEAK FLOW RATE(CFS) = 15.52
**************************************************************************** FLOW PROCESS FROM NODE 355.00 TO NODE 1000.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.31 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.30
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.52
PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 21.58
LONGEST FLOWPATH FROM NODE 354.00 TO NODE 1000.00 = 1560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 356.00 TO NODE 1000.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.58
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.756
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 5.70 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 8.86
EFFECTIVE AREA(ACRES) = 15.30 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 15.3 PEAK FLOW RATE(CFS) = 23.82
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 21.58
RAINFALL INTENSITY(INCH/HR) = 1.76
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 15.30
TOTAL STREAM AREA(ACRES) = 15.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.82
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 117.21 14.66 2.192 0.30( 0.06) 0.21 56.1 1006.00
1 132.18 19.77 1.847 0.30( 0.06) 0.21 77.5 335.10
Date: 04/17/2025 File name: BSTAN10B.RES Page 20
1 135.62 22.46 1.717 0.30( 0.07) 0.22 86.5 333.40
1 134.19 25.26 1.605 0.30( 0.07) 0.22 92.5 334.00
1 129.57 34.71 1.337 0.30( 0.07) 0.25 110.0 343.00
1 113.37 46.46 1.132 0.30( 0.08) 0.26 116.3 338.00
2 23.82 21.58 1.756 0.27( 0.03) 0.10 15.3 354.00

PEAK FLOW RATE(CFS) = 158.89 Tc(MIN.) = 22.46
EFFECTIVE AREA(ACRES) = 101.81 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 131.6
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1000.00 = 5335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.94 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 CHANNEL SLOPE = 0.0026 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 7.00
CHANNEL FLOW THRU SUBAREA(CFS) = 158.89
FLOW VELOCITY(FEET/SEC.) = 7.67 FLOW DEPTH(FEET) = 2.41 TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 24.08
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1001.00 = 6085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 24.08
RAINFALL INTENSITY(INCH/HR) = 1.65
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.20
EFFECTIVE STREAM AREA(ACRES) = 101.81
TOTAL STREAM AREA(ACRES) = 131.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 158.89
Date: 04/17/2025 File name: BSTAN10B.RES Page 21
**************************************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1001.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1100.00
ELEVATION DATA: UPSTREAM(FEET) = 2.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 23.104
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.689
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 7.60 0.30 0.600 56 23.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 10.32
TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 10.32
**************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 23.10
RAINFALL INTENSITY(INCH/HR) = 1.69
AREA-AVERAGED Fm(INCH/HR) = 0.18
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.60
EFFECTIVE STREAM AREA(ACRES) = 7.60
TOTAL STREAM AREA(ACRES) = 7.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.32
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 137.46 16.36 2.058 0.30( 0.06) 0.19 66.5 1006.00
1 155.14 21.41 1.764 0.30( 0.06) 0.20 91.5 335.10
1 158.31 23.21 1.685 0.30( 0.06) 0.20 98.9 354.00
1 158.89 24.08 1.649 0.30( 0.06) 0.20 101.8 333.40
1 155.92 26.90 1.548 0.30( 0.06) 0.21 107.8 334.00
1 147.62 36.38 1.302 0.30( 0.07) 0.23 125.3 343.00
1 128.59 48.18 1.108 0.30( 0.07) 0.24 131.6 338.00
2 10.32 23.10 1.689 0.30( 0.18) 0.60 7.6 1002.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 146.56 16.36 2.058 0.30( 0.07) 0.22 71.9 1006.00
2 165.19 21.41 1.764 0.30( 0.07) 0.23 98.6 335.10
Date: 04/17/2025 File name: BSTAN10B.RES Page 22
3 168.45 23.10 1.689 0.30( 0.07) 0.23 106.0 1002.00
4 168.60 23.21 1.685 0.30( 0.07) 0.23 106.5 354.00
5 168.94 24.08 1.649 0.30( 0.07) 0.23 109.4 333.40
6 165.27 26.90 1.548 0.30( 0.07) 0.23 115.4 334.00
7 155.29 36.38 1.302 0.30( 0.07) 0.25 132.9 343.00
8 134.94 48.18 1.108 0.30( 0.08) 0.26 139.2 338.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 168.94 Tc(MIN.) = 24.08
EFFECTIVE AREA(ACRES) = 109.41 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 139.2
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1001.00 = 6085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 365.00 TO NODE 1001.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 24.08
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.649
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS C 11.10 0.25 0.200 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 15.97 EFFECTIVE AREA(ACRES) = 120.51 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 150.3 PEAK FLOW RATE(CFS) = 171.67
**************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 1003.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.41 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0015 CHANNEL BASE(FEET) = 3.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 5.00
CHANNEL FLOW THRU SUBAREA(CFS) = 171.67
FLOW VELOCITY(FEET/SEC.) = 6.46 FLOW DEPTH(FEET) = 3.20 TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 24.79
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1003.00 = 6360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 24.79
RAINFALL INTENSITY(INCH/HR) = 1.62
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.29
Date: 04/17/2025 File name: BSTAN10B.RES Page 23
AREA-AVERAGED Ap = 0.23
EFFECTIVE STREAM AREA(ACRES) = 120.51
TOTAL STREAM AREA(ACRES) = 150.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 171.67
**************************************************************************** FLOW PROCESS FROM NODE 348.00 TO NODE 348.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.602
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.803
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.70 0.30 0.500 56 20.60
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 8.48
TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 8.48
**************************************************************************** FLOW PROCESS FROM NODE 348.00 TO NODE 349.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.88 ***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.) = 1.98
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11
STREET FLOW TRAVEL TIME(MIN.) = 8.44 Tc(MIN.) = 29.04
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.481
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 16.90 0.25 0.500 69
Date: 04/17/2025 File name: BSTAN10B.RES Page 24
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 16.90 SUBAREA RUNOFF(CFS) = 20.63 EFFECTIVE AREA(ACRES) = 22.60 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.6 PEAK FLOW RATE(CFS) = 27.46
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43 LONGEST FLOWPATH FROM NODE 348.00 TO NODE 349.00 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 349.00 TO NODE 350.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.58 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.85 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.68
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.) = 1.95 Tc(MIN.) = 30.99
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.427
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 12.60 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 14.77 EFFECTIVE AREA(ACRES) = 35.20 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 35.2 PEAK FLOW RATE(CFS) = 41.13
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY(FT*FT/SEC.) = 1.89 LONGEST FLOWPATH FROM NODE 348.00 TO NODE 350.00 = 2290.00 FEET.

Date: 04/17/2025 File name: BSTAN10B.RES Page 25
**************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 351.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 48.73 ***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) = 0.75
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.14
STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 32.75
* 10 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 13.70 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 15.20 EFFECTIVE AREA(ACRES) = 48.90 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 48.9 PEAK FLOW RATE(CFS) = 54.92
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 2.34 LONGEST FLOWPATH FROM NODE 348.00 TO NODE 351.00 = 2590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 351.00 TO NODE 352.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.20 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
Date: 04/17/2025 File name: BSTAN10B.RES Page 26
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) = 56.90 ***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) = 0.80
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.) = 3.31 Tc(MIN.) = 36.06
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.309
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 3.96
EFFECTIVE AREA(ACRES) = 52.70 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 52.7 PEAK FLOW RATE(CFS) = 55.61
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 2.36 LONGEST FLOWPATH FROM NODE 348.00 TO NODE 352.00 = 3190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 352.00 TO NODE 353.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.22 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 55.61 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

Date: 04/17/2025 File name: BSTAN10B.RES Page 27

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.) = 2.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.36
STREET FLOW TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 36.67
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.296
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 52.70 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 52.7 PEAK FLOW RATE(CFS) = 55.61
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 2.36 LONGEST FLOWPATH FROM NODE 348.00 TO NODE 353.00 = 3300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 353.00 TO NODE 1003.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.80 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 225.00 CHANNEL SLOPE = 0.0036 CHANNEL BASE(FEET) = 3.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 5.00
CHANNEL FLOW THRU SUBAREA(CFS) = 55.61
FLOW VELOCITY(FEET/SEC.) = 6.60 FLOW DEPTH(FEET) = 1.48 TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 37.24
LONGEST FLOWPATH FROM NODE 348.00 TO NODE 1003.00 = 3525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 37.24
RAINFALL INTENSITY(INCH/HR) = 1.28
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.27
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 52.70
TOTAL STREAM AREA(ACRES) = 52.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 55.61
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 148.91 17.09 2.007 0.29( 0.06) 0.22 83.0 1006.00
1 167.66 22.13 1.731 0.29( 0.07) 0.22 109.7 335.10
1 171.09 23.82 1.660 0.29( 0.07) 0.22 117.1 1002.00
Date: 04/17/2025 File name: BSTAN10B.RES Page 28
1 171.25 23.92 1.656 0.29( 0.07) 0.22 117.6 354.00
1 171.67 24.79 1.622 0.29( 0.07) 0.23 120.5 333.40
1 168.51 27.61 1.525 0.29( 0.07) 0.23 126.5 334.00
1 159.35 37.10 1.287 0.30( 0.07) 0.25 144.0 343.00
1 139.67 48.93 1.099 0.30( 0.08) 0.26 150.3 338.00
2 55.61 37.24 1.285 0.27( 0.14) 0.50 52.7 348.00

PEAK FLOW RATE(CFS) = 219.57 Tc(MIN.) = 24.79
EFFECTIVE AREA(ACRES) = 155.60 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 203.0
LONGEST FLOWPATH FROM NODE 338.00 TO NODE 1003.00 = 6360.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 203.0 TC(MIN.) = 24.79
EFFECTIVE AREA(ACRES) = 155.60 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.287 PEAK FLOW RATE(CFS) = 219.57
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 190.49 17.09 2.007 0.28( 0.08) 0.28 107.2 1006.00
2 213.55 22.13 1.731 0.29( 0.08) 0.28 141.0 335.10
3 218.27 23.82 1.660 0.29( 0.08) 0.29 150.8 1002.00
4 218.50 23.92 1.656 0.29( 0.08) 0.29 151.4 354.00
5 219.57 24.79 1.622 0.29( 0.08) 0.29 155.6 333.40
6 218.36 27.61 1.525 0.29( 0.08) 0.29 165.6 334.00
7 214.89 37.10 1.287 0.29( 0.09) 0.31 196.5 343.00
8 214.73 37.24 1.285 0.29( 0.09) 0.31 196.8 348.00
9 186.28 48.93 1.099 0.29( 0.09) 0.32 203.0 338.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: BSTAN10B.RES Page 29 Date: 04/17/2025 File name: BSTAN10B.RES Page 30 ____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA B (EXISTING CONDITION) *
* 10-YEAR STORM, NODE 200 TO NODE 1014 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTAN10C.DAT
TIME/DATE OF STUDY: 15:19 02/07/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

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

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
ELEVATION DATA: UPSTREAM(FEET) = 2.75 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN10C.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.676
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.109
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 6.60 0.30 0.200 56 15.68
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 12.17
TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 12.17
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.97 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.66 ***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.) = 2.26
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18
STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 17.66
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.970
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.70 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 10.97
EFFECTIVE AREA(ACRES) = 13.30 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 13.3 PEAK FLOW RATE(CFS) = 22.32
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY(FT*FT/SEC.) = 1.36 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 201.00 = 1170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN10C.RES Page 2
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.73 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.20 ***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.) = 2.73
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.59
STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 20.60
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.804
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 11.76
EFFECTIVE AREA(ACRES) = 21.20 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 21.2 PEAK FLOW RATE(CFS) = 32.09
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY(FT*FT/SEC.) = 1.73 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.62 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.46 Date: 04/17/2025 File name: BSTAN10C.RES Page 3
***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.) = 3.01
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.89
STREET FLOW TRAVEL TIME(MIN.) = 2.49 Tc(MIN.) = 23.09
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.690
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 8.73
EFFECTIVE AREA(ACRES) = 27.50 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 27.5 PEAK FLOW RATE(CFS) = 38.64
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.97 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 2100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.14 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1150.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 47.32 ***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.) = 3.34
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.27
STREET FLOW TRAVEL TIME(MIN.) = 5.73 Tc(MIN.) = 28.82
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.488
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: BSTAN10C.RES Page 4
APARTMENTS B 13.50 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 17.35 EFFECTIVE AREA(ACRES) = 41.00 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 41.0 PEAK FLOW RATE(CFS) = 51.00
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.45 DEPTH*VELOCITY(FT*FT/SEC.) = 2.39 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 3250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 63.16 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.73
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.88
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.84
STREET FLOW TRAVEL TIME(MIN.) = 3.87 Tc(MIN.) = 32.69
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.384
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 20.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 20.40 SUBAREA RUNOFF(CFS) = 24.32 EFFECTIVE AREA(ACRES) = 61.40 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 61.4 PEAK FLOW RATE(CFS) = 71.49
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTH*VELOCITY(FT*FT/SEC.) = 3.11 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 4150.00 FEET.

Date: 04/17/2025 File name: BSTAN10C.RES Page 5
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.49
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 71.49
PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 33.35
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 4450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NODE 207.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.35
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.368
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

TIME OF CONCENTRATION(MIN.) = 33.35
RAINFALL INTENSITY(INCH/HR) = 1.37
AREA-AVERAGED Fm(INCH/HR) = 0.09
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.30
EFFECTIVE STREAM AREA(ACRES) = 63.40
TOTAL STREAM AREA(ACRES) = 63.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 73.02
**************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 3.60 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN10C.RES Page 6
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.823
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.098
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 6.40 0.30 0.200 56 15.82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 11.74
TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) = 11.74
**************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 993.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.08 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.21 ***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.) = 1.13
STREET FLOW TRAVEL TIME(MIN.) = 8.38 Tc(MIN.) = 24.20
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.645
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.40 SUBAREA RUNOFF(CFS) = 14.83 EFFECTIVE AREA(ACRES) = 16.80 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 16.8 PEAK FLOW RATE(CFS) = 23.96
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 206.00 TO NODE 993.00 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 993.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN10C.RES Page 7
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.08 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.57
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.96
PIPE TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 27.85
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 207.00 = 3000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 27.85
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.517
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 8.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 11.24
EFFECTIVE AREA(ACRES) = 25.20 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 25.2 PEAK FLOW RATE(CFS) = 33.28
**************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 27.85
RAINFALL INTENSITY(INCH/HR) = 1.52
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 25.20
TOTAL STREAM AREA(ACRES) = 25.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.28
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 73.02 33.35 1.368 0.30( 0.09) 0.30 63.4 200.00
2 33.28 27.85 1.517 0.30( 0.05) 0.17 25.2 206.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
Date: 04/17/2025 File name: BSTAN10C.RES Page 8
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 101.35 27.85 1.517 0.30( 0.08) 0.25 78.1 206.00
2 102.92 33.35 1.368 0.30( 0.08) 0.26 88.6 200.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 102.92 Tc(MIN.) = 33.35
EFFECTIVE AREA(ACRES) = 88.60 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 88.6
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 4450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 226.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 626.86 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.89
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 102.92
PIPE TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 35.13
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 226.10 = 5076.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.10 TO NODE 226.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 35.13
RAINFALL INTENSITY(INCH/HR) = 1.33
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.26
EFFECTIVE STREAM AREA(ACRES) = 88.60
TOTAL STREAM AREA(ACRES) = 88.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 102.92
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 4.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.601
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.912
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN10C.RES Page 9
"5-7 DWELLINGS/ACRE" B 2.30 0.30 0.500 56 18.60
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 3.65
TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 3.65
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 226.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.08 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.48
HALFSTREET FLOOD WIDTH(FEET) = 18.70
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.67
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80
STREET FLOW TRAVEL TIME(MIN.) = 13.00 Tc(MIN.) = 31.60
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.411
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 22.21 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 208.00 TO NODE 226.10 = 2300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.10 TO NODE 226.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 31.60
RAINFALL INTENSITY(INCH/HR) = 1.41
AREA-AVERAGED Fm(INCH/HR) = 0.05
Date: 04/17/2025 File name: BSTAN10C.RES Page 10
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 13.30
TOTAL STREAM AREA(ACRES) = 13.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.29
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 101.35 29.63 1.465 0.30( 0.08) 0.25 78.1 206.00
1 102.92 35.13 1.328 0.30( 0.08) 0.26 88.6 200.00
2 16.29 31.60 1.411 0.30( 0.05) 0.17 13.3 208.00

PEAK FLOW RATE(CFS) = 118.22 Tc(MIN.) = 35.13
EFFECTIVE AREA(ACRES) = 101.90 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 101.9
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 226.10 = 5076.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.10 TO NODE 226.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.37 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 251.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.87
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 118.22
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 35.84
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 226.20 = 5327.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.10 TO NODE 226.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.313
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
Date: 04/17/2025 File name: BSTAN10C.RES Page 11
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.39
EFFECTIVE AREA(ACRES) = 103.10 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 103.1 PEAK FLOW RATE(CFS) = 118.22
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 226.20 TO NODE 212.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.64 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.02
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 118.22
PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 36.98
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 5737.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 36.98
RAINFALL INTENSITY(INCH/HR) = 1.29
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.25
EFFECTIVE STREAM AREA(ACRES) = 103.10
TOTAL STREAM AREA(ACRES) = 103.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 118.22
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 965.00
ELEVATION DATA: UPSTREAM(FEET) = 2.30 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.894
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.093
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 8.70 0.30 0.100 56 15.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 16.15
TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 16.15
Date: 04/17/2025 File name: BSTAN10C.RES Page 12
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.70 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.33
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.15
PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 16.43
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 211.00 = 1135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.25 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 57.00 CHANNEL SLOPE = 0.0395 CHANNEL BASE(FEET) = 4.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 4.00
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.047
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.80 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.78
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 10.23 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 16.52
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.27
EFFECTIVE AREA(ACRES) = 10.50 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.5 PEAK FLOW RATE(CFS) = 19.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 10.46
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 1192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 16.52
RAINFALL INTENSITY(INCH/HR) = 2.05
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
Date: 04/17/2025 File name: BSTAN10C.RES Page 13
EFFECTIVE STREAM AREA(ACRES) = 10.50
TOTAL STREAM AREA(ACRES) = 10.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.06
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 117.21 31.48 1.415 0.30( 0.07) 0.24 91.8 206.00
1 118.20 33.45 1.366 0.30( 0.07) 0.24 96.4 208.00
1 118.22 36.98 1.290 0.30( 0.07) 0.25 103.1 200.00
2 19.06 16.52 2.047 0.30( 0.03) 0.10 10.5 210.00

PEAK FLOW RATE(CFS) = 130.83 Tc(MIN.) = 33.45
EFFECTIVE AREA(ACRES) = 106.89 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 113.6
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 5737.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.10 TO NODE 212.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 569.00
ELEVATION DATA: UPSTREAM(FEET) = 3.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.417
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.666
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.00 0.30 0.100 56 10.42
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.00 INITIAL SUBAREA RUNOFF(CFS) = 9.49 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 33.45
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.366
SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 4.81
EFFECTIVE AREA(ACRES) = 110.89 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 117.6 PEAK FLOW RATE(CFS) = 130.83
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
Date: 04/17/2025 File name: BSTAN10C.RES Page 14
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 218.20 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.70 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0034 CHANNEL BASE(FEET) = 4.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 4.00
CHANNEL FLOW THRU SUBAREA(CFS) = 130.83
FLOW VELOCITY(FEET/SEC.) = 8.09 FLOW DEPTH(FEET) = 2.11 TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 34.48
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.20 = 6237.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.20 TO NODE 218.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.460
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.983
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.00 0.30 0.100 56 17.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 7.03
TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 7.03
**************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.46 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 770.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Date: 04/17/2025 File name: BSTAN10C.RES Page 15
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 18.23
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91
STREET FLOW TRAVEL TIME(MIN.) = 6.72 Tc(MIN.) = 24.18
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.646
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 6.30 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 8.99
EFFECTIVE AREA(ACRES) = 10.30 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 10.3 PEAK FLOW RATE(CFS) = 14.81
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.11 FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.00 = 1770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 24.18
RAINFALL INTENSITY(INCH/HR) = 1.65
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.16
EFFECTIVE STREAM AREA(ACRES) = 10.30
TOTAL STREAM AREA(ACRES) = 10.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.81
**************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 580.00
ELEVATION DATA: UPSTREAM(FEET) = 1.86 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.023
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.346
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 5.80 0.30 0.200 56 13.02
Date: 04/17/2025 File name: BSTAN10C.RES Page 16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 11.93
TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 11.93
**************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 214.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.58 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1120.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 26.43
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.41
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48
STREET FLOW TRAVEL TIME(MIN.) = 7.75 Tc(MIN.) = 20.77
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.795
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 22.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 22.40 SUBAREA RUNOFF(CFS) = 34.98 EFFECTIVE AREA(ACRES) = 28.20 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 28.2 PEAK FLOW RATE(CFS) = 44.03
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 30.89 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY(FT*FT/SEC.) = 1.83 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1120.0 FT WITH ELEVATION-DROP = 3.6 FT, IS 39.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 214.00 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 214.00 = 1700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 20.77
Date: 04/17/2025 File name: BSTAN10C.RES Page 17
RAINFALL INTENSITY(INCH/HR) = 1.80
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.20
EFFECTIVE STREAM AREA(ACRES) = 28.20
TOTAL STREAM AREA(ACRES) = 28.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.03
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.81 24.18 1.646 0.30( 0.05) 0.16 10.3 213.00
2 44.03 20.77 1.795 0.30( 0.06) 0.20 28.2 215.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 57.95 20.77 1.795 0.30( 0.06) 0.19 37.0 215.00
2 55.05 24.18 1.646 0.30( 0.06) 0.19 38.5 213.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 57.95 Tc(MIN.) = 20.77
EFFECTIVE AREA(ACRES) = 37.05 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 38.5
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.00 = 1770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.78 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 763.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.27
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.95
PIPE TRAVEL TIME(MIN.) = 2.98 Tc(MIN.) = 23.75
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 217.00 = 2533.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1368.00
ELEVATION DATA: UPSTREAM(FEET) = 4.10 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.338
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.722
SUBAREA Tc AND LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: BSTAN10C.RES Page 18
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 13.60 0.30 0.500 56 22.34
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 13.60 INITIAL SUBAREA RUNOFF(CFS) = 19.24 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 23.75
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.662
SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 18.51 EFFECTIVE AREA(ACRES) = 50.65 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 52.1 PEAK FLOW RATE(CFS) = 72.04
**************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.30 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.52
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.04
PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 24.85
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 218.10 = 2833.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1052.11
ELEVATION DATA: UPSTREAM(FEET) = 2.03 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.293
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.931
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 5.50 0.30 0.200 56 18.29
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 5.50 INITIAL SUBAREA RUNOFF(CFS) = 9.26 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 24.85
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.620
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 7.72
EFFECTIVE AREA(ACRES) = 56.15 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 57.6 PEAK FLOW RATE(CFS) = 77.81
Date: 04/17/2025 File name: BSTAN10C.RES Page 19
**************************************************************************** FLOW PROCESS FROM NODE 218.10 TO NODE 218.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.54 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.17
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.81
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 25.31
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 218.20 = 3083.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.20 TO NODE 218.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 77.81 25.31 1.603 0.30( 0.08) 0.27 56.1 215.00
2 73.87 28.75 1.490 0.30( 0.08) 0.26 57.6 213.00
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 218.20 = 3083.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 111.94 17.60 1.974 0.30( 0.06) 0.21 62.7 210.00
2 130.30 32.51 1.389 0.30( 0.07) 0.22 106.3 206.00
3 130.83 34.48 1.343 0.30( 0.07) 0.22 110.9 208.00
4 130.12 38.01 1.270 0.30( 0.07) 0.23 117.6 200.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.20 = 6237.86 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 179.22 17.60 1.974 0.30( 0.07) 0.23 101.7 210.00
2 199.24 25.31 1.603 0.30( 0.07) 0.24 141.4 215.00
3 199.54 28.75 1.490 0.30( 0.07) 0.24 152.9 213.00
4 198.86 32.51 1.389 0.30( 0.07) 0.24 163.9 206.00
5 196.98 34.48 1.343 0.30( 0.07) 0.24 168.5 208.00
6 192.46 38.01 1.270 0.30( 0.07) 0.24 175.2 200.00
TOTAL AREA(ACRES) = 175.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 199.54 Tc(MIN.) = 28.747
EFFECTIVE AREA(ACRES) = 152.90 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.24 TOTAL AREA(ACRES) = 175.2
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.20 = 6237.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.20 TO NODE 218.20 IS CODE = 12 Date: 04/17/2025 File name: BSTAN10C.RES Page 20
---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 218.20 TO NODE 992.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.53 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 927.00 CHANNEL SLOPE = 0.0027 CHANNEL BASE(FEET) = 4.50 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 4.00
CHANNEL FLOW THRU SUBAREA(CFS) = 199.54
FLOW VELOCITY(FEET/SEC.) = 8.35 FLOW DEPTH(FEET) = 2.76 TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 30.60
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 992.00 = 7164.86 FEET. **************************************************************************** FLOW PROCESS FROM NODE 992.00 TO NODE 992.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 30.60
RAINFALL INTENSITY(INCH/HR) = 1.44
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.24
EFFECTIVE STREAM AREA(ACRES) = 152.90
TOTAL STREAM AREA(ACRES) = 175.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 199.54
**************************************************************************** FLOW PROCESS FROM NODE 990.00 TO NODE 990.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 735.00
ELEVATION DATA: UPSTREAM(FEET) = 1.20 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.386
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.056
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 9.90 0.30 0.200 56 16.39
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 17.79
TOTAL AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) = 17.79
**************************************************************************** FLOW PROCESS FROM NODE 990.00 TO NODE 991.00 IS CODE = 61 Date: 04/17/2025 File name: BSTAN10C.RES Page 21
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.16 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 720.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.86 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 18.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.71
STREET FLOW TRAVEL TIME(MIN.) = 4.30 Tc(MIN.) = 20.69
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.799
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 16.80 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 26.07 EFFECTIVE AREA(ACRES) = 26.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 26.7 PEAK FLOW RATE(CFS) = 41.57
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.13 DEPTH*VELOCITY(FT*FT/SEC.) = 2.12 LONGEST FLOWPATH FROM NODE 990.00 TO NODE 991.00 = 1455.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 991.00 TO NODE 992.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.42 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 41.57 Date: 04/17/2025 File name: BSTAN10C.RES Page 22
***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) = 0.67
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.02
STREET FLOW TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 21.46
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.762
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 26.70 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 26.7 PEAK FLOW RATE(CFS) = 41.57
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.01 DEPTH*VELOCITY(FT*FT/SEC.) = 2.02 LONGEST FLOWPATH FROM NODE 990.00 TO NODE 992.00 = 1595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 992.00 TO NODE 992.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 21.46
RAINFALL INTENSITY(INCH/HR) = 1.76
AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.23
EFFECTIVE STREAM AREA(ACRES) = 26.70
TOTAL STREAM AREA(ACRES) = 26.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.57
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 179.22 19.50 1.861 0.30( 0.07) 0.23 101.7 210.00
1 199.24 27.16 1.539 0.30( 0.07) 0.24 141.4 215.00
1 199.54 30.60 1.438 0.30( 0.07) 0.24 152.9 213.00
1 198.86 34.36 1.345 0.30( 0.07) 0.24 163.9 206.00
1 196.98 36.34 1.303 0.30( 0.07) 0.24 168.5 208.00
1 192.46 39.87 1.235 0.30( 0.07) 0.24 175.2 200.00
2 41.57 21.46 1.762 0.30( 0.07) 0.23 26.7 990.00

Stanton City CouncilOctober 14, 2025

Stanton City Council
October 14, 2025