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

TIME OF CONCENTRATION(MIN.) = 55.46
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) = 48.30
TOTAL STREAM AREA(ACRES) = 48.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 61.23
**************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 71.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 573.00
ELEVATION DATA: UPSTREAM(FEET) = 1.45 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.314
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.142
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.70 0.30 0.500 76 16.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 9.96
TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 9.96
**************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.93 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 965.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Date: 04/17/2025 File name: CSTAN100.RES Page 8
INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.35 ***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.) = 8.73 Tc(MIN.) = 25.04
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.458
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.10 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 12.67
EFFECTIVE AREA(ACRES) = 9.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 20.36
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 72.00 = 1538.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.62 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 309.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.71 ***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.) = 1.25
STREET FLOW TRAVEL TIME(MIN.) = 2.46 Tc(MIN.) = 27.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.330
Date: 04/17/2025 File name: CSTAN100.RES Page 9
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.71
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 23.93
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 73.00 = 1847.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 70.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.36 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1180.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.14 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.58
STREET FLOW TRAVEL TIME(MIN.) = 8.18 Tc(MIN.) = 35.68
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.007
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.80 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.80 SUBAREA RUNOFF(CFS) = 16.38
EFFECTIVE AREA(ACRES) = 22.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.0 PEAK FLOW RATE(CFS) = 36.76
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.) = 1.74 Date: 04/17/2025 File name: CSTAN100.RES Page 10
LONGEST FLOWPATH FROM NODE 8.00 TO NODE 70.00 = 3027.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>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.) = 35.68
RAINFALL INTENSITY(INCH/HR) = 2.01
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 22.00
TOTAL STREAM AREA(ACRES) = 22.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.76
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 58.94 44.03 1.779 0.30( 0.15) 0.50 40.2 1.00
1 61.23 55.46 1.558 0.30( 0.15) 0.50 48.3 3.00
2 36.76 35.68 2.007 0.30( 0.15) 0.50 22.0 8.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 91.20 35.68 2.007 0.30( 0.15) 0.50 54.6 8.00
2 91.19 44.03 1.779 0.30( 0.15) 0.50 62.2 1.00
3 89.11 55.46 1.558 0.30( 0.15) 0.50 70.3 3.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 91.20 Tc(MIN.) = 35.68
EFFECTIVE AREA(ACRES) = 54.58 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 70.3
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 70.00 = 6375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 74.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.19 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.24
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 91.20
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 36.15
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 74.00 = 6525.00 FEET.

Date: 04/17/2025 File name: CSTAN100.RES Page 11
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 74.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.15
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.991
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.60 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 7.62
EFFECTIVE AREA(ACRES) = 59.18 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 74.9 PEAK FLOW RATE(CFS) = 98.08
**************************************************************************** FLOW PROCESS FROM NODE 74.00 TO NODE 75.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.31 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 51.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.22
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 98.08
PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 36.95
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 75.00 = 6775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 75.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.95
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.967
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.10 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 6.70
EFFECTIVE AREA(ACRES) = 63.28 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 79.0 PEAK FLOW RATE(CFS) = 103.46
**************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Date: 04/17/2025 File name: CSTAN100.RES Page 12
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.34 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.14
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 103.46
PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 37.93
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 76.00 = 7075.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 76.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 37.93
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.938
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.10 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 6.60
EFFECTIVE AREA(ACRES) = 67.38 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 83.1 PEAK FLOW RATE(CFS) = 108.41
**************************************************************************** FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.17 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.26
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 108.41
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 38.40
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 77.00 = 7225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 77.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 38.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.924
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
Date: 04/17/2025 File name: CSTAN100.RES Page 13
SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 8.62
EFFECTIVE AREA(ACRES) = 72.78 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 88.5 PEAK FLOW RATE(CFS) = 116.19
**************************************************************************** FLOW PROCESS FROM NODE 77.00 TO NODE 78.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.08 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.02
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 116.19
PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 39.47
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 78.00 = 7675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 78.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 39.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.894
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 6.28
EFFECTIVE AREA(ACRES) = 76.78 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 92.5 PEAK FLOW RATE(CFS) = 120.50
**************************************************************************** FLOW PROCESS FROM NODE 78.00 TO NODE 78.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 5.70 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 23.73
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 120.50
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 39.54
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 78.10 = 7775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 78.10 TO NODE 78.10 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
Date: 04/17/2025 File name: CSTAN100.RES Page 14
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 39.54
RAINFALL INTENSITY(INCH/HR) = 1.89
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 76.78
TOTAL STREAM AREA(ACRES) = 92.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 120.50
**************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 79.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1300.00
ELEVATION DATA: UPSTREAM(FEET) = 3.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.883
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.655
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.50 0.30 0.500 76 21.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 25.93
TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 25.93
**************************************************************************** FLOW PROCESS FROM NODE 79.00 TO NODE 80.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.81 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1603.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.27 ***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.) = 2.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.76
Date: 04/17/2025 File name: CSTAN100.RES Page 15
STREET FLOW TRAVEL TIME(MIN.) = 9.58 Tc(MIN.) = 31.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.156
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.20 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 16.61
EFFECTIVE AREA(ACRES) = 20.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 20.7 PEAK FLOW RATE(CFS) = 37.38
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 80.00 = 2903.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.86
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.38
PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 32.33
LONGEST FLOWPATH FROM NODE 18.00 TO NODE 81.00 = 3103.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 81.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.33
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.123
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 10.40 SUBAREA RUNOFF(CFS) = 18.47 EFFECTIVE AREA(ACRES) = 31.10 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 31.1 PEAK FLOW RATE(CFS) = 55.23
**************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 78.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Date: 04/17/2025 File name: CSTAN100.RES Page 16
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.90 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.49
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.23
PIPE TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 35.21
LONGEST FLOWPATH FROM NODE 18.00 TO NODE 78.10 = 4053.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 78.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.21
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.022
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 26.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 26.00 SUBAREA RUNOFF(CFS) = 43.80 EFFECTIVE AREA(ACRES) = 57.10 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 57.1 PEAK FLOW RATE(CFS) = 96.20
**************************************************************************** FLOW PROCESS FROM NODE 78.10 TO NODE 78.10 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 35.21
RAINFALL INTENSITY(INCH/HR) = 2.02
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 57.10
TOTAL STREAM AREA(ACRES) = 57.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 96.20
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 120.50 39.54 1.892 0.30( 0.15) 0.50 76.8 8.00
1 117.47 47.91 1.695 0.30( 0.15) 0.50 84.4 1.00
1 112.40 59.35 1.499 0.30( 0.15) 0.50 92.5 3.00
2 96.20 35.21 2.022 0.30( 0.15) 0.50 57.1 18.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Date: 04/17/2025 File name: CSTAN100.RES Page 17
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 211.52 35.21 2.022 0.30( 0.15) 0.50 125.5 18.00
2 210.02 39.54 1.892 0.30( 0.15) 0.50 133.9 8.00
3 196.86 47.91 1.695 0.30( 0.15) 0.50 141.5 1.00
4 181.73 59.35 1.499 0.30( 0.15) 0.50 149.6 3.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 211.52 Tc(MIN.) = 35.21
EFFECTIVE AREA(ACRES) = 125.48 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 149.6
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 78.10 = 7775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 78.10 TO NODE 78.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.02 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.63
ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 211.52
PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 36.33
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 78.20 = 8285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 78.20 TO NODE 78.20 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 36.33
RAINFALL INTENSITY(INCH/HR) = 1.99
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 125.48
TOTAL STREAM AREA(ACRES) = 149.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 211.52
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 82.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
ELEVATION DATA: UPSTREAM(FEET) = 1.20 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.508
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.361
SUBAREA Tc AND LOSS RATE DATA(AMC III):

Date: 04/17/2025 File name: CSTAN100.RES Page 18
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 4.30 0.30 0.200 76 14.51
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 12.77
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 12.77
**************************************************************************** FLOW PROCESS FROM NODE 82.00 TO NODE 78.20 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 50.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.77 ***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.) = 1.67
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86
STREET FLOW TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 15.01
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.296
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 4.30 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 12.77
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.67 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 78.20 = 650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 78.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 15.01
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.296
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.90 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
Date: 04/17/2025 File name: CSTAN100.RES Page 19
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.58
EFFECTIVE AREA(ACRES) = 6.20 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 18.11
**************************************************************************** FLOW PROCESS FROM NODE 78.20 TO NODE 78.20 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 15.01
RAINFALL INTENSITY(INCH/HR) = 3.30
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 6.20
TOTAL STREAM AREA(ACRES) = 6.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.11
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 211.52 36.33 1.986 0.30( 0.15) 0.50 125.5 18.00
1 210.02 40.65 1.862 0.30( 0.15) 0.50 133.9 8.00
1 196.86 49.05 1.672 0.30( 0.15) 0.50 141.5 1.00
1 181.73 60.50 1.483 0.30( 0.15) 0.50 149.6 3.00
2 18.11 15.01 3.296 0.30( 0.05) 0.17 6.2 23.00

PEAK FLOW RATE(CFS) = 222.31 Tc(MIN.) = 36.33
EFFECTIVE AREA(ACRES) = 131.68 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 155.8
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 78.20 = 8285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 78.20 TO NODE 83.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.80 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013
Date: 04/17/2025 File name: CSTAN100.RES Page 20
DEPTH OF FLOW IN 78.0 INCH PIPE IS 63.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.64
ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 222.31
PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 37.20
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 83.00 = 8685.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 83.00 TO NODE 83.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 37.20
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.959
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 11.10 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 19.27 EFFECTIVE AREA(ACRES) = 142.78 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 166.9 PEAK FLOW RATE(CFS) = 234.24
**************************************************************************** FLOW PROCESS FROM NODE 83.00 TO NODE 90.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.80 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 81.0 INCH PIPE IS 63.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.82
ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 234.24
PIPE TRAVEL TIME(MIN.) = 2.98 Tc(MIN.) = 40.18
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 90.00 = 10085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 4
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 40.18
RAINFALL INTENSITY(INCH/HR) = 1.87
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.45
EFFECTIVE STREAM AREA(ACRES) = 142.78
TOTAL STREAM AREA(ACRES) = 166.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 234.24
**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 95.00 IS CODE = 21 Date: 04/17/2025 File name: CSTAN100.RES Page 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1092.00
ELEVATION DATA: UPSTREAM(FEET) = 1.64 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 23.438
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.553
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.70 0.30 0.500 76 23.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 8.00
TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 8.00
**************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 95.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 23.44
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.553
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.70 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 8.00
EFFECTIVE AREA(ACRES) = 7.40 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.4 PEAK FLOW RATE(CFS) = 16.00
**************************************************************************** FLOW PROCESS FROM NODE 95.00 TO NODE 86.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.40 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 931.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.96 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: CSTAN100.RES Page 22
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.90
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17
STREET FLOW TRAVEL TIME(MIN.) = 8.17 Tc(MIN.) = 31.60
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.151
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.60 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 11.89
EFFECTIVE AREA(ACRES) = 14.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 14.0 PEAK FLOW RATE(CFS) = 25.21
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 86.00 = 2023.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.72 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1149.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.02 ***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.) = 2.17
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48
STREET FLOW TRAVEL TIME(MIN.) = 8.82 Tc(MIN.) = 40.43
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.868
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
Date: 04/17/2025 File name: CSTAN100.RES Page 23
"5-7 DWELLINGS/ACRE" B 7.50 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 11.60
EFFECTIVE AREA(ACRES) = 21.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.5 PEAK FLOW RATE(CFS) = 33.24
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 87.00 = 3172.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.47 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 981.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.23 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.72
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.34
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69
STREET FLOW TRAVEL TIME(MIN.) = 6.99 Tc(MIN.) = 47.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.705
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.70 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 7.98
EFFECTIVE AREA(ACRES) = 27.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 27.2 PEAK FLOW RATE(CFS) = 38.07
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.72 Date: 04/17/2025 File name: CSTAN100.RES Page 24
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 88.00 = 4153.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 88.00 TO NODE 84.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.35 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1564.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 42.57 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.76
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.87
STREET FLOW TRAVEL TIME(MIN.) = 10.55 Tc(MIN.) = 57.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.520
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.30 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 9.00
EFFECTIVE AREA(ACRES) = 34.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 34.5 PEAK FLOW RATE(CFS) = 42.53
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY(FT*FT/SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 84.00 = 5717.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 84.00 TO NODE 89.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 25.00
Date: 04/17/2025 File name: CSTAN100.RES Page 25
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) = 47.62 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 25.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.30
STREET FLOW TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 59.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.499
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 10.20
EFFECTIVE AREA(ACRES) = 42.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 42.9 PEAK FLOW RATE(CFS) = 52.08
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 25.00 FLOW VELOCITY(FEET/SEC.) = 3.81 DEPTH*VELOCITY(FT*FT/SEC.) = 2.45 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 89.00 = 6027.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.89 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 25.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 54.95 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 25.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.52
Date: 04/17/2025 File name: CSTAN100.RES Page 26
STREET FLOW TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 60.67
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.480
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.80 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 5.75
EFFECTIVE AREA(ACRES) = 47.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 47.7 PEAK FLOW RATE(CFS) = 57.11
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 25.00 FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY(FT*FT/SEC.) = 2.59 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 90.00 = 6327.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 4
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 60.67
RAINFALL INTENSITY(INCH/HR) = 1.48
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 47.70
TOTAL STREAM AREA(ACRES) = 47.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 57.11
**************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 90.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1185.00
ELEVATION DATA: UPSTREAM(FEET) = 1.78 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 24.216
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.506
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.80 0.30 0.500 76 24.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.18
TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 10.18
**************************************************************************** Date: 04/17/2025 File name: CSTAN100.RES Page 27
FLOW PROCESS FROM NODE 90.10 TO NODE 91.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.01 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1159.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 22.37
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 9.87 Tc(MIN.) = 34.08
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.060
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 14.44
EFFECTIVE AREA(ACRES) = 13.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.2 PEAK FLOW RATE(CFS) = 22.69
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 24.82 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 91.00 = 2344.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 7.90 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1518.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Date: 04/17/2025 File name: CSTAN100.RES Page 28
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 23.26
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.59
STREET FLOW TRAVEL TIME(MIN.) = 8.91 Tc(MIN.) = 43.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.803
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 6.00 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 9.06
EFFECTIVE AREA(ACRES) = 19.20 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 19.2 PEAK FLOW RATE(CFS) = 28.70
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 23.78 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY(FT*FT/SEC.) = 1.63 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 92.00 = 3862.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.95 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.46
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.70
PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 43.97
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 93.00 = 4182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 93.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 43.97
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.780
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 21.70 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 31.84 EFFECTIVE AREA(ACRES) = 40.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 40.9 PEAK FLOW RATE(CFS) = 60.14
Date: 04/17/2025 File name: CSTAN100.RES Page 29
**************************************************************************** FLOW PROCESS FROM NODE 93.00 TO NODE 94.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.69 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 385.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.40
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.14
PIPE TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 45.16
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 94.00 = 4567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 94.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 45.16
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.753
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 18.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 26.55 EFFECTIVE AREA(ACRES) = 59.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 59.3 PEAK FLOW RATE(CFS) = 85.70
**************************************************************************** FLOW PROCESS FROM NODE 94.00 TO NODE 94.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.59 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 85.70
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 45.34
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 94.10 = 4664.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 94.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 45.34
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.749
SUBAREA LOSS RATE DATA(AMC III):

Date: 04/17/2025 File name: CSTAN100.RES Page 30
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.20 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.17
EFFECTIVE AREA(ACRES) = 61.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 61.5 PEAK FLOW RATE(CFS) = 88.66
**************************************************************************** FLOW PROCESS FROM NODE 94.10 TO NODE 90.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.60 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 CHANNEL SLOPE = 0.0020 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 5.00
CHANNEL FLOW THRU SUBAREA(CFS) = 88.66
FLOW VELOCITY(FEET/SEC.) = 6.08 FLOW DEPTH(FEET) = 1.86 TRAVEL TIME(MIN.) = 3.57 Tc(MIN.) = 48.90
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 90.00 = 5964.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 90.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 48.90
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.675
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.80 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.10
EFFECTIVE AREA(ACRES) = 62.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 62.3 PEAK FLOW RATE(CFS) = 88.66
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 4
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 48.90
RAINFALL INTENSITY(INCH/HR) = 1.68
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: CSTAN100.RES Page 31
EFFECTIVE STREAM AREA(ACRES) = 62.30
TOTAL STREAM AREA(ACRES) = 62.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 88.66
**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 399.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
ELEVATION DATA: UPSTREAM(FEET) = 1.80 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.062
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.062
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 3.00 0.30 0.200 76 17.06
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 8.11
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 8.11
**************************************************************************** FLOW PROCESS FROM NODE 399.00 TO NODE 402.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 24.82
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 8.23 Tc(MIN.) = 25.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.444
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 10.70 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 10.70 SUBAREA RUNOFF(CFS) = 23.25 EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR) = 0.04 Date: 04/17/2025 File name: CSTAN100.RES Page 32
AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 13.7 PEAK FLOW RATE(CFS) = 29.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 29.05 FLOW VELOCITY(FEET/SEC.) = 2.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 900.0 FT WITH ELEVATION-DROP = 1.8 FT, IS 30.3 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 402.00 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 402.00 = 1800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.38 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 25.56
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.55
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.13
STREET FLOW TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 28.11
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.301
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 10.90 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 22.27 EFFECTIVE AREA(ACRES) = 24.60 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 24.6 PEAK FLOW RATE(CFS) = 50.19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 27.72 FLOW VELOCITY(FEET/SEC.) = 3.73 DEPTH*VELOCITY(FT*FT/SEC.) = 2.37 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 403.00 = 2400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 406.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ Date: 04/17/2025 File name: CSTAN100.RES Page 33
UPSTREAM ELEVATION(FEET) = 1.45 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 725.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 58.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.81
HALFSTREET FLOOD WIDTH(FEET) = 37.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.92
STREET FLOW TRAVEL TIME(MIN.) = 5.06 Tc(MIN.) = 33.17
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.092
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 9.90 0.30 0.600 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 9.90 SUBAREA RUNOFF(CFS) = 17.04
EFFECTIVE AREA(ACRES) = 34.50 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 34.5 PEAK FLOW RATE(CFS) = 62.62
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.82 HALFSTREET FLOOD WIDTH(FEET) = 38.63 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 406.00 = 3125.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 90.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 62.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

Date: 04/17/2025 File name: CSTAN100.RES Page 34
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) = 38.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.00
STREET FLOW TRAVEL TIME(MIN.) = 3.43 Tc(MIN.) = 36.60
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.978
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 34.50 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 34.5 PEAK FLOW RATE(CFS) = 62.62
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.82 HALFSTREET FLOOD WIDTH(FEET) = 38.63 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 90.00 = 3625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE:

TIME OF CONCENTRATION(MIN.) = 36.60
RAINFALL INTENSITY(INCH/HR) = 1.98
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.25
EFFECTIVE STREAM AREA(ACRES) = 34.50
TOTAL STREAM AREA(ACRES) = 34.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.62
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 190.61 19.07 2.873 0.30( 0.12) 0.41 69.1 23.00
1 234.24 40.18 1.875 0.30( 0.14) 0.45 142.8 18.00
1 231.63 44.51 1.768 0.30( 0.14) 0.46 151.2 8.00
1 216.89 52.98 1.600 0.30( 0.14) 0.46 158.8 1.00
1 200.07 64.53 1.429 0.30( 0.14) 0.46 166.9 3.00
2 57.11 60.67 1.480 0.30( 0.15) 0.50 47.7 31.00
3 88.66 48.90 1.675 0.30( 0.15) 0.50 62.3 26.00
4 62.62 36.60 1.978 0.30( 0.08) 0.25 34.5 42.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 4 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 337.04 19.07 2.873 0.30( 0.12) 0.41 126.4 23.00
2 415.26 36.60 1.978 0.30( 0.13) 0.44 240.2 42.00
Date: 04/17/2025 File name: CSTAN100.RES Page 35
3 424.86 40.18 1.875 0.30( 0.13) 0.44 260.1 18.00
4 423.89 44.51 1.768 0.30( 0.13) 0.45 277.4 8.00
5 418.02 48.90 1.675 0.30( 0.13) 0.45 290.4 26.00
6 405.73 52.98 1.600 0.30( 0.13) 0.45 297.3 1.00
7 386.42 60.67 1.480 0.30( 0.13) 0.45 308.7 31.00
8 373.90 64.53 1.429 0.30( 0.14) 0.45 311.4 3.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 424.86 Tc(MIN.) = 40.18
EFFECTIVE AREA(ACRES) = 260.06 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 311.4
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 90.00 = 10085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 407.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.66 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 658.00 CHANNEL SLOPE = 0.0010 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 424.86
FLOW VELOCITY(FEET/SEC.) = 4.98 FLOW DEPTH(FEET) = 4.91 TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 42.38
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 407.00 = 10743.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 407.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 42.38
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.818
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.70 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 7.06
EFFECTIVE AREA(ACRES) = 264.76 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 316.1 PEAK FLOW RATE(CFS) = 424.86
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 408.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.50 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 497.00 CHANNEL SLOPE = 0.0010 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
Date: 04/17/2025 File name: CSTAN100.RES Page 36
MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 424.86
FLOW VELOCITY(FEET/SEC.) = 4.99 FLOW DEPTH(FEET) = 4.91 TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 44.04
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 408.00 = 11240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 408.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 44.04
RAINFALL INTENSITY(INCH/HR) = 1.78
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 264.76
TOTAL STREAM AREA(ACRES) = 316.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 424.86
**************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 409.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 943.00
ELEVATION DATA: UPSTREAM(FEET) = 3.18 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.801
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.897
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.70 0.30 0.500 76 18.80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 14.09
TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 14.09
**************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 408.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.90 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
Date: 04/17/2025 File name: CSTAN100.RES Page 37
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.62
HALFSTREET FLOOD WIDTH(FEET) = 26.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.64
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 6.08 Tc(MIN.) = 24.88
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.467
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 12.51
EFFECTIVE AREA(ACRES) = 11.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 24.40
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 28.41 FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 409.00 TO NODE 408.00 = 1543.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 408.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>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.) = 24.88
RAINFALL INTENSITY(INCH/HR) = 2.47
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 11.70
TOTAL STREAM AREA(ACRES) = 11.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.40
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 337.04 23.18 2.569 0.30( 0.12) 0.42 131.1 23.00
1 415.26 40.49 1.866 0.30( 0.13) 0.44 244.9 42.00
1 424.86 44.04 1.779 0.30( 0.13) 0.44 264.8 18.00
1 423.89 48.38 1.685 0.30( 0.13) 0.45 282.1 8.00
1 418.02 52.78 1.603 0.30( 0.13) 0.45 295.1 26.00
1 405.73 56.89 1.536 0.30( 0.13) 0.45 302.0 1.00
1 386.42 64.63 1.428 0.30( 0.14) 0.45 313.4 31.00
1 373.90 68.53 1.381 0.30( 0.14) 0.45 316.1 3.00
2 24.40 24.88 2.467 0.30( 0.15) 0.50 11.7 409.00
Date: 04/17/2025 File name: CSTAN100.RES Page 38

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
1 360.78 23.18 2.569 0.30( 0.13) 0.42 142.0 23.00
2 369.10 24.88 2.467 0.30( 0.13) 0.42 154.0 409.00
3 433.33 40.49 1.866 0.30( 0.13) 0.44 256.6 42.00
4 442.01 44.04 1.779 0.30( 0.13) 0.45 276.5 18.00
5 440.06 48.38 1.685 0.30( 0.13) 0.45 293.8 8.00
6 433.33 52.78 1.603 0.30( 0.13) 0.45 306.8 26.00
7 420.32 56.89 1.536 0.30( 0.14) 0.45 313.7 1.00
8 399.87 64.63 1.428 0.30( 0.14) 0.45 325.1 31.00
9 386.86 68.53 1.381 0.30( 0.14) 0.45 327.8 3.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 442.01 Tc(MIN.) = 44.04
EFFECTIVE AREA(ACRES) = 276.46 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 327.8
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 408.00 = 11240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 410.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.38 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0010 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 442.01
FLOW VELOCITY(FEET/SEC.) = 6.88 FLOW DEPTH(FEET) = 4.01 TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 44.96
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 410.00 = 11620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 44.96
RAINFALL INTENSITY(INCH/HR) = 1.76
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.45
EFFECTIVE STREAM AREA(ACRES) = 276.46
TOTAL STREAM AREA(ACRES) = 327.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 442.01
**************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 412.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
Date: 04/17/2025 File name: CSTAN100.RES Page 39
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 961.00
ELEVATION DATA: UPSTREAM(FEET) = 0.89 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 24.530
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.487
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.20 0.30 0.500 76 24.53
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 8.83
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 8.83
**************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 410.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 28.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 25.31
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78
STREET FLOW TRAVEL TIME(MIN.) = 10.16 Tc(MIN.) = 34.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.039
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 11.90
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) = 19.04
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 27.95 FLOW VELOCITY(FEET/SEC.) = 1.39 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 Date: 04/17/2025 File name: CSTAN100.RES Page 40
LONGEST FLOWPATH FROM NODE 51.00 TO NODE 410.00 = 1761.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 34.69
RAINFALL INTENSITY(INCH/HR) = 2.04
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 11.20
TOTAL STREAM AREA(ACRES) = 11.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.04
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 360.78 24.16 2.509 0.30( 0.13) 0.42 142.0 23.00
1 369.10 25.85 2.414 0.30( 0.13) 0.42 154.0 409.00
1 433.33 41.41 1.842 0.30( 0.13) 0.44 256.6 42.00
1 442.01 44.96 1.758 0.30( 0.13) 0.45 276.5 18.00
1 440.06 49.30 1.667 0.30( 0.13) 0.45 293.8 8.00
1 433.33 53.71 1.587 0.30( 0.13) 0.45 306.8 26.00
1 420.32 57.82 1.522 0.30( 0.14) 0.45 313.7 1.00
1 399.87 65.58 1.416 0.30( 0.14) 0.45 325.1 31.00
1 386.86 69.48 1.370 0.30( 0.14) 0.45 327.8 3.00
2 19.04 34.69 2.039 0.30( 0.15) 0.50 11.2 51.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 377.34 24.16 2.509 0.30( 0.13) 0.43 149.8 23.00
2 386.11 25.85 2.414 0.30( 0.13) 0.43 162.3 409.00
3 424.63 34.69 2.039 0.30( 0.13) 0.44 223.4 51.00
4 450.39 41.41 1.842 0.30( 0.13) 0.44 267.8 42.00
5 458.22 44.96 1.758 0.30( 0.13) 0.45 287.7 18.00
6 455.36 49.30 1.667 0.30( 0.13) 0.45 305.0 8.00
7 447.82 53.71 1.587 0.30( 0.14) 0.45 318.0 26.00
8 434.15 57.82 1.522 0.30( 0.14) 0.45 324.9 1.00
9 412.63 65.58 1.416 0.30( 0.14) 0.46 336.3 31.00
10 399.15 69.48 1.370 0.30( 0.14) 0.46 339.0 3.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 458.22 Tc(MIN.) = 44.96
EFFECTIVE AREA(ACRES) = 287.66 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 339.0
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 410.00 = 11620.00 FEET. **************************************************************************** Date: 04/17/2025 File name: CSTAN100.RES Page 41
FLOW PROCESS FROM NODE 410.00 TO NODE 414.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.60 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 601.00 CHANNEL SLOPE = 0.0010 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 458.22
FLOW VELOCITY(FEET/SEC.) = 5.07 FLOW DEPTH(FEET) = 5.11 TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 46.94
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 414.00 = 12221.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 414.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 46.94
RAINFALL INTENSITY(INCH/HR) = 1.71
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.45
EFFECTIVE STREAM AREA(ACRES) = 287.66
TOTAL STREAM AREA(ACRES) = 339.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 458.22
**************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 413.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 612.00
ELEVATION DATA: UPSTREAM(FEET) = 0.92 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.588
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.916
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.70 0.30 0.500 76 18.59
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 9.21
TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 9.21
**************************************************************************** FLOW PROCESS FROM NODE 413.00 TO NODE 414.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ Date: 04/17/2025 File name: CSTAN100.RES Page 42
UPSTREAM ELEVATION(FEET) = 0.64 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 425.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 28.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 22.87
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.51
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83
STREET FLOW TRAVEL TIME(MIN.) = 4.70 Tc(MIN.) = 23.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.562
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 9.55
EFFECTIVE AREA(ACRES) = 8.10 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.1 PEAK FLOW RATE(CFS) = 17.59
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 25.00 FLOW VELOCITY(FEET/SEC.) = 1.60 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 53.00 TO NODE 414.00 = 1037.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 414.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 23.29
RAINFALL INTENSITY(INCH/HR) = 2.56
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 8.10
TOTAL STREAM AREA(ACRES) = 8.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.59
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 377.34 26.24 2.393 0.30( 0.13) 0.43 149.8 23.00
1 386.11 27.91 2.310 0.30( 0.13) 0.43 162.3 409.00
Date: 04/17/2025 File name: CSTAN100.RES Page 43
1 424.63 36.70 1.974 0.30( 0.13) 0.44 223.4 51.00
1 450.39 43.40 1.794 0.30( 0.13) 0.44 267.8 42.00
1 458.22 46.94 1.715 0.30( 0.13) 0.45 287.7 18.00
1 455.36 51.28 1.630 0.30( 0.13) 0.45 305.0 8.00
1 447.82 55.69 1.555 0.30( 0.14) 0.45 318.0 26.00
1 434.15 59.83 1.492 0.30( 0.14) 0.45 324.9 1.00
1 412.63 67.61 1.391 0.30( 0.14) 0.46 336.3 31.00
1 399.15 71.53 1.347 0.30( 0.14) 0.46 339.0 3.00
2 17.59 23.29 2.562 0.30( 0.15) 0.50 8.1 53.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 377.51 23.29 2.562 0.30( 0.13) 0.43 141.0 53.00
2 393.69 26.24 2.393 0.30( 0.13) 0.43 157.9 23.00
3 401.85 27.91 2.310 0.30( 0.13) 0.43 170.4 409.00
4 437.93 36.70 1.974 0.30( 0.13) 0.44 231.5 51.00
5 462.38 43.40 1.794 0.30( 0.13) 0.44 275.9 42.00
6 469.62 46.94 1.715 0.30( 0.13) 0.45 295.8 18.00
7 466.15 51.28 1.630 0.30( 0.14) 0.45 313.1 8.00
8 458.06 55.69 1.555 0.30( 0.14) 0.45 326.1 26.00
9 443.93 59.83 1.492 0.30( 0.14) 0.45 333.0 1.00
10 421.68 67.61 1.391 0.30( 0.14) 0.46 344.4 31.00
11 407.88 71.53 1.347 0.30( 0.14) 0.46 347.1 3.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 469.62 Tc(MIN.) = 46.94
EFFECTIVE AREA(ACRES) = 295.76 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 347.1
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 414.00 = 12221.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 417.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.81 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 814.00 CHANNEL SLOPE = 0.0010 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 469.62
FLOW VELOCITY(FEET/SEC.) = 5.10 FLOW DEPTH(FEET) = 5.18 TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 49.60
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 417.00 = 13035.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 49.60
Date: 04/17/2025 File name: CSTAN100.RES Page 44
RAINFALL INTENSITY(INCH/HR) = 1.66
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.45
EFFECTIVE STREAM AREA(ACRES) = 295.76
TOTAL STREAM AREA(ACRES) = 347.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 469.62
**************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 416.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 919.00
ELEVATION DATA: UPSTREAM(FEET) = 1.38 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.876
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.656
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.50 0.30 0.500 76 21.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 14.66
TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 14.66
**************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 417.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.03 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1233.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 28.20
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.80
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16
STREET FLOW TRAVEL TIME(MIN.) = 11.43 Tc(MIN.) = 33.31
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.087
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
Date: 04/17/2025 File name: CSTAN100.RES Page 45

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.80 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 11.80 SUBAREA RUNOFF(CFS) = 20.57 EFFECTIVE AREA(ACRES) = 18.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 18.3 PEAK FLOW RATE(CFS) = 31.91
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1233.0 FT WITH ELEVATION-DROP = 2.0 FT, IS 25.1 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 417.00 LONGEST FLOWPATH FROM NODE 57.00 TO NODE 417.00 = 2152.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 33.31
RAINFALL INTENSITY(INCH/HR) = 2.09
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 18.30
TOTAL STREAM AREA(ACRES) = 18.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.91
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 377.51 26.11 2.400 0.30( 0.13) 0.43 141.0 53.00
1 393.69 29.03 2.258 0.30( 0.13) 0.43 157.9 23.00
1 401.85 30.69 2.188 0.30( 0.13) 0.43 170.4 409.00
1 437.93 39.41 1.895 0.30( 0.13) 0.44 231.5 51.00
1 462.38 46.07 1.733 0.30( 0.13) 0.44 275.9 42.00
1 469.62 49.60 1.661 0.30( 0.13) 0.45 295.8 18.00
1 466.15 53.94 1.583 0.30( 0.14) 0.45 313.1 8.00
1 458.06 58.37 1.513 0.30( 0.14) 0.45 326.1 26.00
1 443.93 62.53 1.455 0.30( 0.14) 0.45 333.0 1.00
1 421.68 70.34 1.360 0.30( 0.14) 0.46 344.4 31.00
1 407.88 74.29 1.318 0.30( 0.14) 0.46 347.1 3.00
2 31.91 33.31 2.087 0.30( 0.15) 0.50 18.3 57.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 406.56 26.11 2.400 0.30( 0.13) 0.44 155.4 53.00
2 423.95 29.03 2.258 0.30( 0.13) 0.44 173.9 23.00
Date: 04/17/2025 File name: CSTAN100.RES Page 46
3 432.77 30.69 2.188 0.30( 0.13) 0.44 187.3 409.00
4 444.60 33.31 2.087 0.30( 0.13) 0.44 207.1 57.00
5 466.67 39.41 1.895 0.30( 0.13) 0.44 249.8 51.00
6 488.45 46.07 1.733 0.30( 0.13) 0.45 294.2 42.00
7 494.52 49.60 1.661 0.30( 0.14) 0.45 314.1 18.00
8 489.76 53.94 1.583 0.30( 0.14) 0.45 331.4 8.00
9 480.51 58.37 1.513 0.30( 0.14) 0.46 344.4 26.00
10 465.42 62.53 1.455 0.30( 0.14) 0.46 351.3 1.00
11 441.61 70.34 1.360 0.30( 0.14) 0.46 362.7 31.00
12 427.12 74.29 1.318 0.30( 0.14) 0.46 365.4 3.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 494.52 Tc(MIN.) = 49.60
EFFECTIVE AREA(ACRES) = 314.06 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 365.4
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 417.00 = 13035.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 418.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.90 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL SLOPE = 0.0020 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 494.52
FLOW VELOCITY(FEET/SEC.) = 9.11 FLOW DEPTH(FEET) = 3.54 TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 50.42
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 418.00 = 13485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 500.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 633.00
ELEVATION DATA: UPSTREAM(FEET) = 1.27 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.898
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.444
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.10 0.30 0.100 76 13.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 12.60
TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 12.60
**************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: CSTAN100.RES Page 47
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1408.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.08 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.72
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.95
STREET FLOW TRAVEL TIME(MIN.) = 8.69 Tc(MIN.) = 22.59
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.607
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 27.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) = 59.72 EFFECTIVE AREA(ACRES) = 31.10 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 31.1 PEAK FLOW RATE(CFS) = 69.23
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.26 DEPTH*VELOCITY(FT*FT/SEC.) = 2.79 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1408.0 FT WITH ELEVATION-DROP = 2.8 FT, IS 56.8 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 501.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 501.00 = 2041.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 501.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 22.59
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.607
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 20.20 0.30 0.500 76
Date: 04/17/2025 File name: CSTAN100.RES Page 48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 20.20 SUBAREA RUNOFF(CFS) = 44.68 EFFECTIVE AREA(ACRES) = 51.30 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 51.3 PEAK FLOW RATE(CFS) = 113.90
**************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 503.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 5.18 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 2592.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 145.41 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 1.15
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.40
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 5.06
STREET FLOW TRAVEL TIME(MIN.) = 9.82 Tc(MIN.) = 32.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.120
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 35.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 35.40 SUBAREA RUNOFF(CFS) = 62.78 EFFECTIVE AREA(ACRES) = 86.70 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 86.7 PEAK FLOW RATE(CFS) = 154.19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.18 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.50 DEPTH*VELOCITY(FT*FT/SEC.) = 5.31 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2592.0 FT WITH ELEVATION-DROP = 5.2 FT, IS 64.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 503.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 503.00 = 4633.00 FEET. **************************************************************************** Date: 04/17/2025 File name: CSTAN100.RES Page 49
FLOW PROCESS FROM NODE 53.00 TO NODE 503.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.120
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 15.20 0.30 0.600 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 26.54 EFFECTIVE AREA(ACRES) = 101.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 101.9 PEAK FLOW RATE(CFS) = 180.73
**************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 505.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 5.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 2544.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 211.02 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 1.36
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.11
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 6.93
STREET FLOW TRAVEL TIME(MIN.) = 8.30 Tc(MIN.) = 40.71
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.861
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 39.30 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 39.30 SUBAREA RUNOFF(CFS) = 60.51 EFFECTIVE AREA(ACRES) = 141.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 141.2 PEAK FLOW RATE(CFS) = 217.43
Date: 04/17/2025 File name: CSTAN100.RES Page 50
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.38 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.17 DEPTH*VELOCITY(FT*FT/SEC.) = 7.11 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2544.0 FT WITH ELEVATION-DROP = 5.1 FT, IS 71.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 505.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 505.00 = 7177.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 506.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.40 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1702.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 227.70 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 1.41
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.26
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 7.40
STREET FLOW TRAVEL TIME(MIN.) = 5.39 Tc(MIN.) = 46.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.733
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 14.70 0.30 0.600 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 14.70 SUBAREA RUNOFF(CFS) = 20.54 EFFECTIVE AREA(ACRES) = 155.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 155.9 PEAK FLOW RATE(CFS) = 221.70
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.39 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.21 DEPTH*VELOCITY(FT*FT/SEC.) = 7.23 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 506.00 = 8879.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 507.00 IS CODE = 62 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: CSTAN100.RES Page 51
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.76 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1381.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 224.91 ***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) = 1.40
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.24
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 7.32
STREET FLOW TRAVEL TIME(MIN.) = 4.40 Tc(MIN.) = 50.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.645
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 4.50 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 6.42
EFFECTIVE AREA(ACRES) = 160.40 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 160.4 PEAK FLOW RATE(CFS) = 221.70
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.39 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.21 DEPTH*VELOCITY(FT*FT/SEC.) = 7.23 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 507.00 = 10260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.30 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 84.0 INCH PIPE IS 65.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94
ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.70
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 50.98
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 507.10 = 10460.00 FEET.

Date: 04/17/2025 File name: CSTAN100.RES Page 52
**************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 507.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 50.98
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.636
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 34.60 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 34.60 SUBAREA RUNOFF(CFS) = 46.26 EFFECTIVE AREA(ACRES) = 195.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 195.0 PEAK FLOW RATE(CFS) = 260.73
**************************************************************************** FLOW PROCESS FROM NODE 507.10 TO NODE 507.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 50.98
RAINFALL INTENSITY(INCH/HR) = 1.64
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 195.00
TOTAL STREAM AREA(ACRES) = 195.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 260.73
**************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 507.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 3189.00
ELEVATION DATA: UPSTREAM(FEET) = 6.38 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 33.976
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.064
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 32.90 0.30 0.500 76 33.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 56.66
TOTAL AREA(ACRES) = 32.90 PEAK FLOW RATE(CFS) = 56.66
Date: 04/17/2025 File name: CSTAN100.RES Page 53
**************************************************************************** FLOW PROCESS FROM NODE 507.20 TO NODE 507.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.75 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.66
PIPE TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 35.66
LONGEST FLOWPATH FROM NODE 57.00 TO NODE 507.10 = 3689.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 507.10 TO NODE 507.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 35.66
RAINFALL INTENSITY(INCH/HR) = 2.01
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 32.90
TOTAL STREAM AREA(ACRES) = 32.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.66
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 260.73 50.98 1.636 0.30( 0.15) 0.50 195.0 50.00
2 56.66 35.66 2.007 0.30( 0.15) 0.50 32.9 57.00

PEAK FLOW RATE(CFS) = 306.05 Tc(MIN.) = 50.98
EFFECTIVE AREA(ACRES) = 227.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 227.9
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 507.10 = 10460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 507.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
Date: 04/17/2025 File name: CSTAN100.RES Page 54
============================================================================ MAINLINE Tc(MIN.) = 50.98
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.636
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 9.00 0.30 0.250 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 12.64
EFFECTIVE AREA(ACRES) = 236.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 236.9 PEAK FLOW RATE(CFS) = 317.36
**************************************************************************** FLOW PROCESS FROM NODE 507.10 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.94 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 625.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 96.0 INCH PIPE IS 74.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.59
ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 317.36
PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 52.35
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 508.00 = 11085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 508.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 52.35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.611
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 3.10 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 4.33
EFFECTIVE AREA(ACRES) = 240.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 240.0 PEAK FLOW RATE(CFS) = 317.36
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 508.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 52.35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.611
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
Date: 04/17/2025 File name: CSTAN100.RES Page 55
MOBILE HOME PARK B 4.74 0.30 0.250 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 4.74 SUBAREA RUNOFF(CFS) = 6.55
EFFECTIVE AREA(ACRES) = 244.74 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 244.7 PEAK FLOW RATE(CFS) = 322.97
**************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 52.35
RAINFALL INTENSITY(INCH/HR) = 1.61
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.48
EFFECTIVE STREAM AREA(ACRES) = 244.74
TOTAL STREAM AREA(ACRES) = 244.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 322.97
**************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN.) = 92.72 RAINFALL INTENSITY(INCH/HR) = 1.16
EFFECTIVE AREA(ACRES) = 5116.00
TOTAL AREA(ACRES) = 6249.00 PEAK FLOW RATE(CFS) = 5202.00 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES.
**************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 92.72
RAINFALL INTENSITY(INCH/HR) = 1.16
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
EFFECTIVE STREAM AREA(ACRES) = 5116.00
TOTAL STREAM AREA(ACRES) = 6249.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5202.00
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
Date: 04/17/2025 File name: CSTAN100.RES Page 56
1 305.00 37.06 1.964 0.30( 0.14) 0.48 186.1 57.00
1 322.97 52.35 1.611 0.30( 0.14) 0.48 244.7 50.00
2 5202.00 92.72 1.161 0.30( 0.13) 0.42 5116.0 508.00

PEAK FLOW RATE(CFS) = 5425.86 Tc(MIN.) = 92.72
EFFECTIVE AREA(ACRES) = 5360.74 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 6493.7
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 508.00 = 11085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 510.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.80 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 CHANNEL SLOPE = 0.0025 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL

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

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

CHANNEL FLOW THRU SUBAREA(CFS) = 5425.86
FLOW VELOCITY(FEET/SEC.) = 20.10 FLOW DEPTH(FEET) = 10.00 TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 93.63
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 510.00 = 12185.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 510.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 93.63
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.154
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.10 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 7.98
EFFECTIVE AREA(ACRES) = 5368.84 AREA-AVERAGED Fm(INCH/HR) = 0.13 Date: 04/17/2025 File name: CSTAN100.RES Page 57
AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 6501.8 PEAK FLOW RATE(CFS) = 5425.86 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.78 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0025 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL

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

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

CHANNEL FLOW THRU SUBAREA(CFS) = 5425.86
FLOW VELOCITY(FEET/SEC.) = 20.10 FLOW DEPTH(FEET) = 10.00 TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 94.21
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 511.00 = 12885.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 510.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.542
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.833
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.60 0.30 0.500 76 19.54
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 23.18
TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) = 23.18
**************************************************************************** FLOW PROCESS FROM NODE 510.20 TO NODE 510.30 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: CSTAN100.RES Page 58
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.98 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.28 ***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) = 0.69
HALFSTREET FLOOD WIDTH(FEET) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.51
STREET FLOW TRAVEL TIME(MIN.) = 6.96 Tc(MIN.) = 26.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.380
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 13.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 26.09 EFFECTIVE AREA(ACRES) = 22.60 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.6 PEAK FLOW RATE(CFS) = 45.35
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 920.0 FT WITH ELEVATION-DROP = 2.0 FT, IS 30.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 510.30 LONGEST FLOWPATH FROM NODE 63.00 TO NODE 510.30 = 1720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.30 TO NODE 510.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 26.50
RAINFALL INTENSITY(INCH/HR) = 2.38
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: CSTAN100.RES Page 59
EFFECTIVE STREAM AREA(ACRES) = 22.60
TOTAL STREAM AREA(ACRES) = 22.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.35
**************************************************************************** FLOW PROCESS FROM NODE 65.10 TO NODE 510.40 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 850.00
ELEVATION DATA: UPSTREAM(FEET) = 1.20 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.880
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.981
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 6.40 0.30 0.200 76 17.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 16.83
TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) = 16.83
**************************************************************************** FLOW PROCESS FROM NODE 510.40 TO NODE 510.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.45 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 202.26 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.57
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.83
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 18.39
LONGEST FLOWPATH FROM NODE 65.10 TO NODE 510.30 = 1052.26 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.30 TO NODE 510.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 18.39
RAINFALL INTENSITY(INCH/HR) = 2.93
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.20
EFFECTIVE STREAM AREA(ACRES) = 6.40
TOTAL STREAM AREA(ACRES) = 6.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.83
** CONFLUENCE DATA **
Date: 04/17/2025 File name: CSTAN100.RES Page 60
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 45.35 26.50 2.380 0.30( 0.15) 0.50 22.6 63.00
2 16.83 18.39 2.933 0.30( 0.06) 0.20 6.4 65.10

PEAK FLOW RATE(CFS) = 58.93 Tc(MIN.) = 26.50
EFFECTIVE AREA(ACRES) = 29.00 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 29.0
LONGEST FLOWPATH FROM NODE 63.00 TO NODE 510.30 = 1720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.30 TO NODE 511.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.42 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 71.68 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.24
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.93
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 26.64
LONGEST FLOWPATH FROM NODE 63.00 TO NODE 511.00 = 1791.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 26.64
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.372
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.40 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 10.80
EFFECTIVE AREA(ACRES) = 34.40 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 34.4 PEAK FLOW RATE(CFS) = 69.32
**************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 11 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: CSTAN100.RES Page 61
>>>>>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 69.05 18.54 2.920 0.30( 0.13) 0.43 27.5 65.10
2 69.32 26.64 2.372 0.30( 0.13) 0.44 34.4 63.00
LONGEST FLOWPATH FROM NODE 63.00 TO NODE 511.00 = 1791.68 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3997.87 38.79 1.913 0.30( 0.13) 0.43 2238.9 57.00
2 4538.07 54.03 1.582 0.30( 0.13) 0.43 3141.2 50.00
3 5425.86 94.21 1.150 0.30( 0.13) 0.43 5368.8 508.00
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 511.00 = 12885.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3058.03 18.54 2.920 0.30( 0.13) 0.43 1097.4 65.10
2 3522.03 26.64 2.372 0.30( 0.13) 0.43 1572.2 63.00
3 4052.96 38.79 1.913 0.30( 0.13) 0.43 2273.3 57.00
4 4582.92 54.03 1.582 0.30( 0.13) 0.43 3175.6 50.00
5 5457.35 94.21 1.150 0.30( 0.13) 0.43 5403.2 508.00
TOTAL AREA(ACRES) = 6536.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 5457.35 Tc(MIN.) = 94.213
EFFECTIVE AREA(ACRES) = 5403.24 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 6536.2
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 511.00 = 12885.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.80 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL SLOPE = 0.0043 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 5457.35
FLOW VELOCITY(FEET/SEC.) = 22.77 FLOW DEPTH(FEET) = 9.26 TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 94.69
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 512.00 = 13535.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 512.00 IS CODE = 82 Date: 04/17/2025 File name: CSTAN100.RES Page 62
---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1495.00
ELEVATION DATA: UPSTREAM(FEET) = 5.12 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.770
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.899
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 11.60 0.30 0.200 76 18.77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 11.60 INITIAL SUBAREA RUNOFF(CFS) = 29.64 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 94.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.147
SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 11.35 EFFECTIVE AREA(ACRES) = 5414.84 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 6547.8 PEAK FLOW RATE(CFS) = 5457.35 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 94.69
RAINFALL INTENSITY(INCH/HR) = 1.15
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.43
EFFECTIVE STREAM AREA(ACRES) = 5414.84
TOTAL STREAM AREA(ACRES) = 6547.84
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5457.35
**************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 516.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 501.00
ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.670
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.632
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
Date: 04/17/2025 File name: CSTAN100.RES Page 63
COMMERCIAL B 4.20 0.30 0.100 76 12.67
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 13.61
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 13.61
**************************************************************************** FLOW PROCESS FROM NODE 516.00 TO NODE 517.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1050.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 66.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 61.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.68
HALFSTREET FLOOD WIDTH(FEET) = 30.34
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97
STREET FLOW TRAVEL TIME(MIN.) = 12.24 Tc(MIN.) = 24.91
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.465
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.50 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 18.40
EFFECTIVE AREA(ACRES) = 12.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 27.61
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 32.59 FLOW VELOCITY(FEET/SEC.) = 1.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1050.0 FT WITH ELEVATION-DROP = 1.0 FT, IS 20.3 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 517.00 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 517.00 = 1551.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 517.00 TO NODE 512.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: CSTAN100.RES Page 64
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 405.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.08 ***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.) = 2.50
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.56
STREET FLOW TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 27.62
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.324
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.40 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.95
EFFECTIVE AREA(ACRES) = 15.10 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 15.1 PEAK FLOW RATE(CFS) = 30.95
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY(FT*FT/SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 512.00 = 1956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 67.00 TO NODE 512.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 27.62
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.324
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 5.50 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 11.36
EFFECTIVE AREA(ACRES) = 20.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 20.6 PEAK FLOW RATE(CFS) = 42.30
**************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 1 Date: 04/17/2025 File name: CSTAN100.RES Page 65
---------------------------------------------------------------------------- >>>>>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.) = 27.62
RAINFALL INTENSITY(INCH/HR) = 2.32
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.14
EFFECTIVE STREAM AREA(ACRES) = 20.60
TOTAL STREAM AREA(ACRES) = 20.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.30
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3058.03 19.09 2.871 0.30( 0.13) 0.42 1109.0 65.10
1 3522.03 27.18 2.345 0.30( 0.13) 0.43 1583.8 63.00
1 4052.96 39.31 1.898 0.30( 0.13) 0.43 2284.9 57.00
1 4582.92 54.53 1.574 0.30( 0.13) 0.43 3187.2 50.00
1 5457.35 94.69 1.147 0.30( 0.13) 0.43 5414.8 508.00
2 42.30 27.62 2.324 0.30( 0.04) 0.14 20.6 44.00

PEAK FLOW RATE(CFS) = 5477.83 Tc(MIN.) = 94.69
EFFECTIVE AREA(ACRES) = 5435.44 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 6568.4
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 512.00 = 13535.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.00 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1536.00 CHANNEL SLOPE = 0.0039 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 5477.83
FLOW VELOCITY(FEET/SEC.) = 21.96 FLOW DEPTH(FEET) = 9.50 TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 95.85
Date: 04/17/2025 File name: CSTAN100.RES Page 66
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 513.00 = 15071.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 513.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 95.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.139
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 5.10 0.30 0.250 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 4.88
EFFECTIVE AREA(ACRES) = 5440.54 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 6573.5 PEAK FLOW RATE(CFS) = 5477.83 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.10 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.13 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL SLOPE = 0.0025 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL

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

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

CHANNEL FLOW THRU SUBAREA(CFS) = 5477.83
FLOW VELOCITY(FEET/SEC.) = 20.29 FLOW DEPTH(FEET) = 10.00 TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 96.22
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 513.10 = 15521.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 518.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.434
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.762
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
Date: 04/17/2025 File name: CSTAN100.RES Page 67

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.60 0.30 0.500 76 20.43
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 24.92
TOTAL AREA(ACRES) = 10.60 PEAK FLOW RATE(CFS) = 24.92
**************************************************************************** FLOW PROCESS FROM NODE 518.00 TO NODE 519.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.25 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.02 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.67
STREET FLOW TRAVEL TIME(MIN.) = 5.76 Tc(MIN.) = 26.20
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.395
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 16.17
EFFECTIVE AREA(ACRES) = 18.60 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 18.6 PEAK FLOW RATE(CFS) = 37.59
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY(FT*FT/SEC.) = 1.83 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 519.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 520.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1900.00 CURB HEIGHT(INCHES) = 8.0 Date: 04/17/2025 File name: CSTAN100.RES Page 68
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 69.40 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.82
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.87
STREET FLOW TRAVEL TIME(MIN.) = 9.04 Tc(MIN.) = 35.24
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.021
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 37.60 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 37.60 SUBAREA RUNOFF(CFS) = 63.32 EFFECTIVE AREA(ACRES) = 56.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 56.2 PEAK FLOW RATE(CFS) = 94.64
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.92 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY(FT*FT/SEC.) = 3.65 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1900.0 FT WITH ELEVATION-DROP = 4.8 FT, IS 75.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 520.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 520.00 = 3800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.25 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Date: 04/17/2025 File name: CSTAN100.RES Page 69
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 103.60 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.96
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.92
STREET FLOW TRAVEL TIME(MIN.) = 5.28 Tc(MIN.) = 40.51
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.866
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.60 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 17.91 EFFECTIVE AREA(ACRES) = 67.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 67.8 PEAK FLOW RATE(CFS) = 104.69
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.96 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY(FT*FT/SEC.) = 3.96 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 521.00 = 5100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 521.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 40.51
RAINFALL INTENSITY(INCH/HR) = 1.87
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 67.80
TOTAL STREAM AREA(ACRES) = 67.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 104.69
**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 522.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.275
Date: 04/17/2025 File name: CSTAN100.RES Page 70
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.774
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.60 0.30 0.500 76 20.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 17.95
TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 17.95
**************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 523.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.43 ***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.) = 2.35
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40
STREET FLOW TRAVEL TIME(MIN.) = 4.26 Tc(MIN.) = 24.53
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.487
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.10 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS) = 14.93
EFFECTIVE AREA(ACRES) = 14.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 14.7 PEAK FLOW RATE(CFS) = 30.92
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 523.00 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 523.00 TO NODE 524.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: CSTAN100.RES Page 71
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.63 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.52 ***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.) = 1.76
STREET FLOW TRAVEL TIME(MIN.) = 4.05 Tc(MIN.) = 28.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.279
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.80 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 9.20
EFFECTIVE AREA(ACRES) = 19.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 19.5 PEAK FLOW RATE(CFS) = 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 5.00 TO NODE 524.00 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 521.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 6.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 2700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 53.72 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: CSTAN100.RES Page 72
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.) = 3.15
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.37
STREET FLOW TRAVEL TIME(MIN.) = 14.26 Tc(MIN.) = 42.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.807
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 21.80 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 21.80 SUBAREA RUNOFF(CFS) = 32.51 EFFECTIVE AREA(ACRES) = 41.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 41.3 PEAK FLOW RATE(CFS) = 61.59
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH*VELOCITY(FT*FT/SEC.) = 2.62 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2700.0 FT WITH ELEVATION-DROP = 6.8 FT, IS 40.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 521.00 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 521.00 = 4950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 521.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 42.85
RAINFALL INTENSITY(INCH/HR) = 1.81
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 41.30
TOTAL STREAM AREA(ACRES) = 41.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 61.59
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 104.69 40.51 1.866 0.30( 0.15) 0.50 67.8 1.00
2 61.59 42.85 1.807 0.30( 0.15) 0.50 41.3 5.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Date: 04/17/2025 File name: CSTAN100.RES Page 73
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 165.00 40.51 1.866 0.30( 0.15) 0.50 106.9 1.00
2 162.69 42.85 1.807 0.30( 0.15) 0.50 109.1 5.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 165.00 Tc(MIN.) = 40.51
EFFECTIVE AREA(ACRES) = 106.85 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 109.1
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 521.00 = 5100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 525.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.63 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1850.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 176.32 ***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) = 1.19
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 6.06
STREET FLOW TRAVEL TIME(MIN.) = 6.07 Tc(MIN.) = 46.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.722
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 16.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 16.00 SUBAREA RUNOFF(CFS) = 22.64 EFFECTIVE AREA(ACRES) = 122.85 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 125.1 PEAK FLOW RATE(CFS) = 173.85
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.18 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.05 DEPTH*VELOCITY(FT*FT/SEC.) = 5.99 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 525.00 = 6950.00 FEET.

Date: 04/17/2025 File name: CSTAN100.RES Page 74
**************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 46.58
RAINFALL INTENSITY(INCH/HR) = 1.72
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 122.85
TOTAL STREAM AREA(ACRES) = 125.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 173.85
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 526.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
ELEVATION DATA: UPSTREAM(FEET) = 2.34 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.438
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.842
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.20 0.30 0.500 76 19.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 15.02
TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 15.02
**************************************************************************** FLOW PROCESS FROM NODE 526.00 TO NODE 527.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.13 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1250.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.21 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: CSTAN100.RES Page 75
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43
STREET FLOW TRAVEL TIME(MIN.) = 8.76 Tc(MIN.) = 28.20
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.296
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.50 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 22.21 EFFECTIVE AREA(ACRES) = 17.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.7 PEAK FLOW RATE(CFS) = 34.19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 527.00 = 2150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 527.00 TO NODE 528.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.19 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.71
STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 30.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.212
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 17.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.7 PEAK FLOW RATE(CFS) = 34.19
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 Date: 04/17/2025 File name: CSTAN100.RES Page 76
FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 528.00 = 2450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 528.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 30.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.212
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 27.30 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 27.30 SUBAREA RUNOFF(CFS) = 50.67 EFFECTIVE AREA(ACRES) = 45.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 45.0 PEAK FLOW RATE(CFS) = 83.51
**************************************************************************** FLOW PROCESS FROM NODE 528.00 TO NODE 529.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.35 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 92.42 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.91
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.58
STREET FLOW TRAVEL TIME(MIN.) = 7.44 Tc(MIN.) = 37.54
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.949
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: CSTAN100.RES Page 77
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 17.81 EFFECTIVE AREA(ACRES) = 56.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 56.0 PEAK FLOW RATE(CFS) = 90.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.91 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.89 DEPTH*VELOCITY(FT*FT/SEC.) = 3.53 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 529.00 = 4200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 529.00 TO NODE 525.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1800.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 99.80 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.94
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.81
STREET FLOW TRAVEL TIME(MIN.) = 7.41 Tc(MIN.) = 44.95
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.758
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.60 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 18.23 EFFECTIVE AREA(ACRES) = 68.60 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 68.6 PEAK FLOW RATE(CFS) = 99.28
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.94 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.04 DEPTH*VELOCITY(FT*FT/SEC.) = 3.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 525.00 = 6000.00 FEET.

Date: 04/17/2025 File name: CSTAN100.RES Page 78
**************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 44.95
RAINFALL INTENSITY(INCH/HR) = 1.76
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 68.60
TOTAL STREAM AREA(ACRES) = 68.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 99.28
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 173.85 46.58 1.722 0.30( 0.15) 0.50 122.9 1.00
1 171.60 48.95 1.674 0.30( 0.15) 0.50 125.1 5.00
2 99.28 44.95 1.758 0.30( 0.15) 0.50 68.6 10.00

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
1 270.82 44.95 1.758 0.30( 0.15) 0.50 187.1 10.00
2 270.92 46.58 1.722 0.30( 0.15) 0.50 191.5 1.00
3 265.71 48.95 1.674 0.30( 0.15) 0.50 193.7 5.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 270.92 Tc(MIN.) = 46.58
EFFECTIVE AREA(ACRES) = 191.45 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 193.7
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 525.00 = 6950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 530.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Date: 04/17/2025 File name: CSTAN100.RES Page 79
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 289.11 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 1.57
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 9.11
STREET FLOW TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 49.17
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.670
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 26.60 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 26.60 SUBAREA RUNOFF(CFS) = 36.38 EFFECTIVE AREA(ACRES) = 218.05 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 220.3 PEAK FLOW RATE(CFS) = 298.24
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.86 DEPTH*VELOCITY(FT*FT/SEC.) = 9.36 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 900.0 FT WITH ELEVATION-DROP = 1.8 FT, IS 62.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 530.00 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 298.64 47.54 1.702 0.30( 0.15) 0.50 213.7 10.00
2 298.24 49.17 1.670 0.30( 0.15) 0.50 218.1 1.00
3 292.45 51.56 1.625 0.30( 0.15) 0.50 220.3 5.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 298.64 Tc(MIN.) = 47.54
AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 213.74
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 530.00 = 7850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 531.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
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: CSTAN100.RES Page 80
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 315.27 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 1.64
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.00
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 9.83
STREET FLOW TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 49.76
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.658
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 25.00 0.30 0.600 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 25.00 SUBAREA RUNOFF(CFS) = 33.27 EFFECTIVE AREA(ACRES) = 238.74 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 245.3 PEAK FLOW RATE(CFS) = 323.44
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.06 DEPTH*VELOCITY(FT*FT/SEC.) = 10.05 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 800.0 FT WITH ELEVATION-DROP = 1.6 FT, IS 57.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 531.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 531.00 = 8650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 531.00 TO NODE 531.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1100.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 340.50 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

Date: 04/17/2025 File name: CSTAN100.RES Page 81
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 1.61
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.61
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 10.66
STREET FLOW TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 52.53
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.608
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 24.50 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 24.50 SUBAREA RUNOFF(CFS) = 34.13 EFFECTIVE AREA(ACRES) = 263.24 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 269.8 PEAK FLOW RATE(CFS) = 346.66
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 1.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.66 DEPTH*VELOCITY(FT*FT/SEC.) = 10.83 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1100.0 FT WITH ELEVATION-DROP = 2.8 FT, IS 64.8 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 531.10 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 531.10 = 9750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 531.10 TO NODE 532.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 4.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 656.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 60.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.00
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 346.66
PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 53.37
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 532.00 = 10406.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.10 TO NODE 532.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 53.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.593
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.00 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 11.04
EFFECTIVE AREA(ACRES) = 271.24 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 277.8 PEAK FLOW RATE(CFS) = 354.25
Date: 04/17/2025 File name: CSTAN100.RES Page 82
**************************************************************************** FLOW PROCESS FROM NODE 532.00 TO NODE 514.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.89 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 102.0 INCH PIPE IS 79.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.49
ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 354.25
PIPE TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 56.49
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 514.00 = 11806.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.20 TO NODE 514.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 56.49
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.542
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 14.50 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 14.50 SUBAREA RUNOFF(CFS) = 19.73 EFFECTIVE AREA(ACRES) = 285.74 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 292.3 PEAK FLOW RATE(CFS) = 361.55
**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 514.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 56.49
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.542
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 7.20 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 7.20 SUBAREA RUNOFF(CFS) = 9.60
EFFECTIVE AREA(ACRES) = 292.94 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 299.5 PEAK FLOW RATE(CFS) = 371.15
**************************************************************************** FLOW PROCESS FROM NODE 514.00 TO NODE 513.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Date: 04/17/2025 File name: CSTAN100.RES Page 83
ELEVATION DATA: UPSTREAM(FEET) = 0.41 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 102.0 INCH PIPE IS 82.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.55
ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 371.15
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 57.15
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 513.10 = 12106.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 513.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 57.15
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.532
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 5.50 0.30 0.250 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 7.21
EFFECTIVE AREA(ACRES) = 298.44 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 305.0 PEAK FLOW RATE(CFS) = 375.66
**************************************************************************** FLOW PROCESS FROM NODE 513.10 TO NODE 513.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 57.15
RAINFALL INTENSITY(INCH/HR) = 1.53
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 298.44
TOTAL STREAM AREA(ACRES) = 305.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 375.66
**************************************************************************** FLOW PROCESS FROM NODE 513.10 TO NODE 513.10 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN.) = 48.11 RAINFALL INTENSITY(INCH/HR) = 1.69
EFFECTIVE AREA(ACRES) = 228.91
TOTAL AREA(ACRES) = 316.04 PEAK FLOW RATE(CFS) = 206.92 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES.
**************************************************************************** Date: 04/17/2025 File name: CSTAN100.RES Page 84
FLOW PROCESS FROM NODE 513.10 TO NODE 513.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 48.11
RAINFALL INTENSITY(INCH/HR) = 1.69
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.47
EFFECTIVE STREAM AREA(ACRES) = 228.91
TOTAL STREAM AREA(ACRES) = 316.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 206.92
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 375.66 57.15 1.532 0.30( 0.13) 0.44 298.4 10.00
1 374.29 58.80 1.507 0.30( 0.13) 0.45 302.8 1.00
1 367.54 61.23 1.473 0.30( 0.13) 0.45 305.0 5.00
2 206.92 48.11 1.691 0.30( 0.14) 0.47 228.9 513.10

PEAK FLOW RATE(CFS) = 561.39 Tc(MIN.) = 57.15
EFFECTIVE AREA(ACRES) = 527.35 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 621.0
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 513.10 = 12106.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.10 TO NODE 418.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.50 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0025 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 561.39
FLOW VELOCITY(FEET/SEC.) = 10.06 FLOW DEPTH(FEET) = 3.29 TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 57.48
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 418.00 = 12306.00 FEET. **************************************************************************** Date: 04/17/2025 File name: CSTAN100.RES Page 85
FLOW PROCESS FROM NODE 418.00 TO NODE 418.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 57.48
RAINFALL INTENSITY(INCH/HR) = 1.53
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.45
EFFECTIVE STREAM AREA(ACRES) = 527.35
TOTAL STREAM AREA(ACRES) = 621.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 561.39
**************************************************************************** FLOW PROCESS FROM NODE 418.00 TO NODE 418.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN.) = 61.39 RAINFALL INTENSITY(INCH/HR) = 1.47
EFFECTIVE AREA(ACRES) = 275.90
TOTAL AREA(ACRES) = 365.40 PEAK FLOW RATE(CFS) = 230.52 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES.
**************************************************************************** FLOW PROCESS FROM NODE 418.00 TO NODE 418.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 61.39
RAINFALL INTENSITY(INCH/HR) = 1.47
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.47
EFFECTIVE STREAM AREA(ACRES) = 275.90
TOTAL STREAM AREA(ACRES) = 365.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 230.52
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 559.08 48.44 1.684 0.30( 0.14) 0.46 480.1 513.10
1 561.39 57.48 1.527 0.30( 0.14) 0.45 527.3 10.00
1 556.71 59.13 1.502 0.30( 0.14) 0.45 531.7 1.00
1 545.35 61.56 1.468 0.30( 0.14) 0.45 533.9 5.00
2 230.52 61.39 1.470 0.30( 0.14) 0.47 275.9 418.00

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

Date: 04/17/2025 File name: CSTAN100.RES Page 86
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 770.21 48.44 1.684 0.30( 0.14) 0.46 697.9 513.10
2 786.39 57.48 1.527 0.30( 0.14) 0.46 785.7 10.00
3 784.07 59.13 1.502 0.30( 0.14) 0.46 797.4 1.00
4 776.67 61.39 1.470 0.30( 0.14) 0.46 809.7 418.00
5 775.46 61.56 1.468 0.30( 0.14) 0.46 809.8 5.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 786.39 Tc(MIN.) = 57.48
EFFECTIVE AREA(ACRES) = 785.67 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 986.4
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 418.00 = 12306.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 986.4 TC(MIN.) = 57.48
EFFECTIVE AREA(ACRES) = 785.67 AREA-AVERAGED Fm(INCH/HR)= 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.458 PEAK FLOW RATE(CFS) = 786.39
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 770.21 48.44 1.684 0.30( 0.14) 0.46 697.9 513.10
2 786.39 57.48 1.527 0.30( 0.14) 0.46 785.7 10.00
3 784.07 59.13 1.502 0.30( 0.14) 0.46 797.4 1.00
4 776.67 61.39 1.470 0.30( 0.14) 0.46 809.7 418.00
5 775.46 61.56 1.468 0.30( 0.14) 0.46 809.8 5.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: CSTAN100.RES Page 87 Date: 04/17/2025 File name: CSTAN100.RES Page 88 ____________________________________________________________________________ ****************************************************************************

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

************************** DESCRIPTION OF STUDY ************************** * AREA E (PROPOSED CONDITION) *
* 100-YEAR STORM *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: ESTAN100.DAT
TIME/DATE OF STUDY: 14:16 02/07/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

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

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 50.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 820.00
ELEVATION DATA: UPSTREAM(FEET) = 2.46 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: ESTAN100.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.158
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.277
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 9.30 0.30 0.200 76 15.16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 26.93
TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 26.93
**************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 4.65 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1550.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 50.74 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.72
HALFSTREET FLOOD WIDTH(FEET) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.00
STREET FLOW TRAVEL TIME(MIN.) = 9.27 Tc(MIN.) = 24.43
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.493
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 21.50 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 21.50 SUBAREA RUNOFF(CFS) = 47.08 EFFECTIVE AREA(ACRES) = 30.80 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 30.8 PEAK FLOW RATE(CFS) = 67.44
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY(FT*FT/SEC.) = 2.41 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1550.0 FT WITH ELEVATION-DROP = 4.7 FT, IS 53.6 CFS, Date: 04/17/2025 File name: ESTAN100.RES Page 2
WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 51.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 51.00 = 2370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.30 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.74
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.44
PIPE TRAVEL TIME(MIN.) = 3.34 Tc(MIN.) = 27.77
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 52.00 = 3520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 52.00 IS CODE = 81
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 27.77
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.317
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 30.40 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 30.40 SUBAREA RUNOFF(CFS) = 59.96 EFFECTIVE AREA(ACRES) = 61.20 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 61.2 PEAK FLOW RATE(CFS) = 122.51
**************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 57.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 4.65 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1550.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.81
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 122.51
PIPE TRAVEL TIME(MIN.) = 3.31 Tc(MIN.) = 31.08
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 57.00 = 5070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 57.00 IS CODE = 81
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.08
Date: 04/17/2025 File name: ESTAN100.RES Page 3
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.172
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 15.40 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 15.40 SUBAREA RUNOFF(CFS) = 29.68 EFFECTIVE AREA(ACRES) = 76.60 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 76.6 PEAK FLOW RATE(CFS) = 144.22
**************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 53.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 807.00
ELEVATION DATA: UPSTREAM(FEET) = 3.23 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.070
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.062
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.70 0.30 0.500 76 17.07
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 17.56
TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) = 17.56
**************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.26 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1629.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 55.13 Date: 04/17/2025 File name: ESTAN100.RES Page 4
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.77
HALFSTREET FLOOD WIDTH(FEET) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.97
STREET FLOW TRAVEL TIME(MIN.) = 10.67 Tc(MIN.) = 27.74
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.318
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 37.80 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 37.80 SUBAREA RUNOFF(CFS) = 73.76 EFFECTIVE AREA(ACRES) = 44.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 44.5 PEAK FLOW RATE(CFS) = 86.83
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.89 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 3.06 DEPTH*VELOCITY(FT*FT/SEC.) = 2.71 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1629.0 FT WITH ELEVATION-DROP = 3.3 FT, IS 76.8 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 54.00 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 54.00 = 2436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 56.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 90.60 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.86
HALFSTREET FLOOD WIDTH(FEET) = 15.00
Date: 04/17/2025 File name: ESTAN100.RES Page 5
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.16
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.46
STREET FLOW TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 30.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.216
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 4.00 0.25 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 7.53
EFFECTIVE AREA(ACRES) = 48.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 48.5 PEAK FLOW RATE(CFS) = 90.28
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 5.15 DEPTH*VELOCITY(FT*FT/SEC.) = 4.45 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 56.00 = 3136.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 30.00
RAINFALL INTENSITY(INCH/HR) = 2.22
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 48.50
TOTAL STREAM AREA(ACRES) = 48.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 90.28
**************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 55.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1150.00
ELEVATION DATA: UPSTREAM(FEET) = 2.30 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.596
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.607
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 17.90 0.25 0.500 86 22.60
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 39.99
TOTAL AREA(ACRES) = 17.90 PEAK FLOW RATE(CFS) = 39.99
Date: 04/17/2025 File name: ESTAN100.RES Page 6
**************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.30 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 39.99 ***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) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.59
STREET FLOW TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 23.71
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.536
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 17.90 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.9 PEAK FLOW RATE(CFS) = 39.99
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY(FT*FT/SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 56.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 23.71
RAINFALL INTENSITY(INCH/HR) = 2.54
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 17.90
TOTAL STREAM AREA(ACRES) = 17.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.99
Date: 04/17/2025 File name: ESTAN100.RES Page 7
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 90.28 30.00 2.216 0.30( 0.15) 0.50 48.5 4.00
2 39.99 23.71 2.536 0.25( 0.12) 0.50 17.9 6.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 122.38 23.71 2.536 0.28( 0.14) 0.50 56.2 6.00
2 124.97 30.00 2.216 0.28( 0.14) 0.50 66.4 4.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 124.97 Tc(MIN.) = 30.00
EFFECTIVE AREA(ACRES) = 66.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 66.4
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 56.00 = 3136.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 5.01 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 142.93 ***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) = 0.85
HALFSTREET FLOOD WIDTH(FEET) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.64
STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 32.13
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.131
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 19.90 0.25 0.500 86
Date: 04/17/2025 File name: ESTAN100.RES Page 8
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 19.90 SUBAREA RUNOFF(CFS) = 35.92 EFFECTIVE AREA(ACRES) = 86.30 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 86.3 PEAK FLOW RATE(CFS) = 154.79
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.87 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 5.65 DEPTH*VELOCITY(FT*FT/SEC.) = 4.91 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 700.0 FT WITH ELEVATION-DROP = 5.0 FT, IS 58.3 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 56.10 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 156.05 25.85 2.414 0.27( 0.14) 0.50 76.1 6.00
2 154.79 32.13 2.131 0.28( 0.14) 0.50 86.3 4.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 156.05 Tc(MIN.) = 25.85
AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 76.14
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 56.10 = 3836.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.10 TO NODE 57.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.30
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 156.05
PIPE TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 27.25
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 57.00 = 4536.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 156.05 27.25 2.342 0.27( 0.14) 0.50 76.1 6.00
2 154.79 33.54 2.079 0.28( 0.14) 0.50 86.3 4.00
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 57.00 = 4536.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 144.22 31.08 2.172 0.27( 0.08) 0.30 76.6 1.00
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 57.00 = 5070.00 FEET.

Date: 04/17/2025 File name: ESTAN100.RES Page 9
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 292.77 27.25 2.342 0.27( 0.11) 0.41 143.3 6.00
2 299.50 31.08 2.172 0.27( 0.11) 0.40 158.9 1.00
3 292.62 33.54 2.079 0.27( 0.11) 0.41 162.9 4.00
TOTAL AREA(ACRES) = 162.9
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 299.50 Tc(MIN.) = 31.081
EFFECTIVE AREA(ACRES) = 158.93 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 162.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 57.00 = 5070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 63.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 699.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 81.0 INCH PIPE IS 65.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.60
ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 299.50
PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 32.29
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 63.00 = 5769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 63.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.125
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 3.60 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 6.80
EFFECTIVE AREA(ACRES) = 162.53 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 166.5 PEAK FLOW RATE(CFS) = 299.50
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 63.00 IS CODE = 81 Date: 04/17/2025 File name: ESTAN100.RES Page 10
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.125
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 12.20 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 23.05 EFFECTIVE AREA(ACRES) = 174.73 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 178.7 PEAK FLOW RATE(CFS) = 318.08
**************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 84.0 INCH PIPE IS 65.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.82
ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 318.08
PIPE TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 33.48
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 63.10 = 6469.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.10 TO NODE 63.10 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 33.48
RAINFALL INTENSITY(INCH/HR) = 2.08
AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.27
AREA-AVERAGED Ap = 0.38
EFFECTIVE STREAM AREA(ACRES) = 174.73
TOTAL STREAM AREA(ACRES) = 178.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 318.08
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 60.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 741.00
ELEVATION DATA: UPSTREAM(FEET) = 2.08 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.710
Date: 04/17/2025 File name: ESTAN100.RES Page 11
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.998
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.10 0.30 0.500 76 17.71
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 13.07
TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 13.07
**************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 62.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.70 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1323.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 42.49 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

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

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

STREET FLOW DEPTH(FEET) = 0.69
HALFSTREET FLOOD WIDTH(FEET) = 30.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.54
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.76
STREET FLOW TRAVEL TIME(MIN.) = 8.69 Tc(MIN.) = 26.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.384
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 28.00 0.30 0.250 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 28.00 SUBAREA RUNOFF(CFS) = 58.20 EFFECTIVE AREA(ACRES) = 33.10 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 33.1 PEAK FLOW RATE(CFS) = 68.46
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 30.00 FLOW VELOCITY(FEET/SEC.) = 3.08 DEPTH*VELOCITY(FT*FT/SEC.) = 2.41 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1323.0 FT WITH ELEVATION-DROP = 3.7 FT, IS 70.0 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 62.00 Date: 04/17/2025 File name: ESTAN100.RES Page 12
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 62.00 = 2064.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 62.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 26.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.384
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 16.20 0.30 0.250 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 16.20 SUBAREA RUNOFF(CFS) = 33.67 EFFECTIVE AREA(ACRES) = 49.30 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 49.3 PEAK FLOW RATE(CFS) = 102.13
**************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.94 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1800.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.94
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 102.13
PIPE TRAVEL TIME(MIN.) = 5.05 Tc(MIN.) = 31.45
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 63.10 = 3864.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.10 TO NODE 63.10 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 31.45
RAINFALL INTENSITY(INCH/HR) = 2.16
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.28
EFFECTIVE STREAM AREA(ACRES) = 49.30
TOTAL STREAM AREA(ACRES) = 49.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 102.13
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 312.51 29.65 2.231 0.27( 0.10) 0.38 159.1 6.00
1 318.08 33.48 2.081 0.27( 0.10) 0.38 174.7 1.00
1 311.08 35.94 1.998 0.27( 0.10) 0.38 178.7 4.00
Date: 04/17/2025 File name: ESTAN100.RES Page 13
2 102.13 31.45 2.157 0.30( 0.08) 0.28 49.3 11.00

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
1 412.23 29.65 2.231 0.28( 0.10) 0.35 205.6 6.00
2 417.25 31.45 2.157 0.28( 0.10) 0.35 215.7 11.00
3 416.47 33.48 2.081 0.28( 0.10) 0.35 224.0 1.00
4 405.39 35.94 1.998 0.28( 0.10) 0.36 228.0 4.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 417.25 Tc(MIN.) = 31.45
EFFECTIVE AREA(ACRES) = 215.74 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 228.0
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 63.10 = 6469.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.10 TO NODE 64.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.15 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1050.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 93.0 INCH PIPE IS 73.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.51
ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 417.25
PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 33.12
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 64.00 = 7519.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 64.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.12
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.094
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 65.90 0.30 0.200 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 65.90 SUBAREA RUNOFF(CFS) = 120.65 EFFECTIVE AREA(ACRES) = 281.64 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 293.9 PEAK FLOW RATE(CFS) = 508.37
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 293.9 TC(MIN.) = 33.12
EFFECTIVE AREA(ACRES) = 281.64 AREA-AVERAGED Fm(INCH/HR)= 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.317 PEAK FLOW RATE(CFS) = 508.37
Date: 04/17/2025 File name: ESTAN100.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
1 506.75 31.32 2.162 0.28( 0.09) 0.32 271.5 6.00
2 508.37 33.12 2.094 0.28( 0.09) 0.32 281.6 11.00
3 504.88 35.15 2.024 0.28( 0.09) 0.32 289.9 1.00
4 491.20 37.61 1.947 0.28( 0.09) 0.32 293.9 4.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: ESTAN100.RES Page 15 Date: 04/17/2025 File name: ESTAN100.RES Page 16 Appendix
F
Appendix F – Proposed Condition Hydraulics
Proposed Condition Hydraulic Results Summary
Stanton — Master Plan Update
Appendix F
Jonathan Storm Channel
Jonathan Storm Channel - Proposed Condition Hydraulic Results Summary Ground Elevation ft Final Water Elevation ft Final Freeboard ft Final Depth ft Upstream Node Name Downstream Node Name Shape Number of Barrels N-C02P03-03-OC-1 10-YR w Tailwater 51.52 45.84 5.68 5.87 - - - - - - - - - - C02P03-03-STN-10010 10-YR w Tailwater N-C02P03-03-STN-10010 N-C02P03-03-OC-1 Circular 1 4.0 0.0 312.20 40.88 39.97 0.013 0.29 71 5.6 0.42 N-C02P03-03-STN-10010 10-YR w Tailwater 50.98 46.60 4.38 5.72 - - - - - - - - - - C02P03-03-STN-10020 10-YR w Tailwater N-C02P03-03-STN-10020 N-C02P03-03-STN-10010 Circular 1 4.0 0.0 76.90 41.10 40.88 0.013 0.29 71 5.6 0.42 N-C02P03-03-STN-10020 10-YR w Tailwater 50.40 46.81 3.59 5.71 - - - - - - - - - - C02P03-03-STN-10030 10-YR w Tailwater N-C02P03-03-STN-10030 N-C02P03-03-STN-10020 Circular 1 3.5 0.0 364.99 41.76 41.10 0.013 0.18 55 5.7 0.42 N-C02P03-03-STN-10030 10-YR w Tailwater 51.01 47.89 3.12 6.13 - - - - - - - - - - C02P03-03-STN-10031 10-YR w Tailwater N-C02P03-03-STN-10031 N-C02P03-03-STN-10030 Circular 1 3.5 0.0 16.23 41.79 41.76 0.013 0.18 55 5.7 0.40 N-C02P03-03-STN-10031 10-YR w Tailwater 51.09 47.94 3.15 6.15 - - - - - - - - - - C02P03-03-STN-10032 10-YR w Tailwater N-C02P03-03-STN-10032 N-C02P03-03-STN-10031 Circular 1 3.5 0.0 45.76 41.88 41.79 0.013 0.20 55 5.7 0.40 N-C02P03-03-STN-10032 10-YR w Tailwater 51.08 48.10 2.98 6.22 - - - - - - - - - - C02P03-03-STN-10040 10-YR w Tailwater N-C02P03-03-STN-10040 N-C02P03-03-STN-10032 Circular 1 3.0 0.0 554.94 45.11 41.88 0.013 0.58 28 4.0 0.35 N-C02P03-03-STN-10040 10-YR w Tailwater 54.40 49.07 5.33 3.96 - - - - - - - - - - N-C02P03-03-OC-2 10-YR w Tailwater 51.09 45.87 5.22 2.50 - - - - - - - - - - C02P03-03-STN-20010 10-YR w Tailwater N-C02P03-03-STN-20010 N-C02P03-03-OC-2 Circular 1 2.5 0.0 76.00 43.61 43.37 0.013 0.32 19 3.9 0.44 N-C02P03-03-STN-20010 10-YR w Tailwater 51.00 46.03 4.97 2.42 - - - - - - - - - - C02P03-03-STN-20011 10-YR w Tailwater N-C02P03-03-STN-20011 N-C02P03-03-STN-20010 Circular 1 2.3 0.0 5.00 44.44 43.61 0.013 16.60 19 6.6 0.96 N-C02P03-03-STN-20011 10-YR w Tailwater 50.75 45.90 4.85 1.46 - - - - - - - - - - C02P03-03-STN-20020 10-YR w Tailwater N-C02P03-03-STN-20020 N-C02P03-03-STN-20011 Circular 1 2.0 0.0 210.00 46.34 44.44 0.013 0.90 19 7.7 1.11 N-C02P03-03-STN-20020 10-YR w Tailwater 51.03 47.82 3.21 1.48 - - - - - - - - - - C02P03-03-STN-20021 10-YR w Tailwater N-C02P03-03-STN-20021 N-C02P03-03-STN-20020 Circular 1 1.8 0.0 5.00 46.90 46.34 0.013 11.20 13 8.7 1.52 N-C02P03-03-STN-20021 10-YR w Tailwater 51.02 47.89 3.13 0.99 - - - - - - - - - - C02P03-03-STN-20030 10-YR w Tailwater N-C02P03-03-STN-20030 N-C02P03-03-STN-20021 Circular 1 1.5 0.0 388.00 48.61 46.90 0.013 0.44 13 7.3 1.10 N-C02P03-03-STN-20030 10-YR w Tailwater 54.22 53.94 0.28 5.33 - - - - - - - - - - N-C02P03-12-OC-10010 10-YR w Tailwater 51.91 45.68 6.23 5.75 - - - - - - - - - - C02P03-12-STN-10020 10-YR w Tailwater N-C02P03-12-STN-10020 N-C02P03-12-OC-10010 Circular 1 5.5 0.0 871.78 43.42 39.93 0.013 0.40 233 9.4 0.67 N-C02P03-12-STN-10020 10-YR w Tailwater 54.21 49.67 4.54 6.25 - - - - - - - - - - C02P03-12-STN-10021 10-YR w Tailwater N-C02P03-12-STN-10021 N-C02P03-12-STN-10020 Circular 1 5.0 0.0 17.15 43.81 43.42 0.013 2.27 216 10.7 0.75 N-C02P03-12-STN-10021 10-YR w Tailwater 54.20 49.83 4.37 6.02 - - - - - - - - - - C02P03-12-STN-10030 10-YR w Tailwater N-C02P03-12-STN-10030 N-C02P03-12-STN-10021 Circular 1 5.0 0.0 52.19 43.97 43.81 0.013 0.31 201 10.0 0.71 N-C02P03-12-STN-10030 10-YR w Tailwater 54.71 50.10 4.61 6.13 - - - - - - - - - - C02P03-12-STN-10040 10-YR w Tailwater N-C02P03-12-STN-10040 N-C02P03-12-STN-10030 Circular 1 5.0 0.0 346.00 44.96 43.97 0.013 0.29 198 10.0 0.70 N-C02P03-12-STN-10040 10-YR w Tailwater 55.91 52.15 3.76 7.17 - - - - - - - - - - C02P03-12-STN-10050 10-YR w Tailwater N-C02P03-12-STN-10050 N-C02P03-12-STN-10040 Circular 1 5.0 0.0 276.00 45.86 44.98 0.013 0.32 161 8.2 0.52 N-C02P03-12-STN-10050 10-YR w Tailwater 56.43 53.25 3.18 7.37 - - - - - - - - - - C02P03-12-STN-10060 10-YR w Tailwater N-C02P03-12-STN-10060 N-C02P03-12-STN-10050 Circular 1 5.0 0.0 381.50 47.10 45.88 0.013 0.32 153 7.8 0.51 N-C02P03-12-STN-10060 10-YR w Tailwater 57.47 54.61 2.86 7.49 - - - - - - - - - - C02P03-12-STN-10070 10-YR w Tailwater N-C02P03-12-STN-10070 N-C02P03-12-STN-10060 Circular 1 5.0 0.0 41.00 47.25 47.12 0.013 0.32 146 7.4 0.48 N-C02P03-12-STN-10070 10-YR w Tailwater 57.91 54.78 3.12 7.50 - - - - - - - - - - C02P03-12-STN-10080 10-YR w Tailwater N-C02P03-12-STN-10080 N-C02P03-12-STN-10070 Circular 1 5.0 0.0 145.00 47.74 47.28 0.013 0.32 146 7.4 0.49 N-C02P03-12-STN-10080 10-YR w Tailwater 58.12 55.28 2.84 6.08 - - - - - - - - - - C02P03-12-STN-10081 10-YR w Tailwater N-C02P03-12-STN-10081 N-C02P03-12-STN-10080 Circular 1 1.5 0.0 73.17 51.75 49.20 0.013 3.49 14 7.8 0.70 N-C02P03-12-STN-10081 10-YR w Tailwater 58.42 56.59 1.84 3.96 - - - - - - - - - - C02P03-12-STN-10082 10-YR w Tailwater N-C02P03-12-STN-10082 N-C02P03-12-STN-10081 Circular 1 1.5 0.0 216.96 53.49 52.63 0.013 0.40 9 5.0 0.46 N-C02P03-12-STN-10082 10-YR w Tailwater 58.85 58.16 0.69 4.65 - - - - - - - - - - C02P03-12-STN-10083 10-YR w Tailwater N-C02P03-12-STN-10083 N-C02P03-12-STN-10082 Circular 1 1.5 0.0 197.90 54.52 53.51 0.013 0.51 9 5.0 0.43 N-C02P03-12-STN-10083 10-YR w Tailwater 59.54 59.57 -0.03 5.05 - - - - - - - - - - N-C02P03-12-STN-10080 10-YR w Tailwater 58.12 55.28 2.84 7.52 - - - - - - - - - - C02P03-12-STN-10090 10-YR w Tailwater N-C02P03-12-STN-10090 N-C02P03-12-STN-10080 Circular 1 5.0 0.0 164.29 48.27 47.76 0.013 0.31 130 6.6 0.43 N-C02P03-12-STN-10090 10-YR w Tailwater 59.37 55.73 3.64 7.44 - - - - - - - - - - C02P03-12-STN-10100 10-YR w Tailwater N-C02P03-12-STN-10100 N-C02P03-12-STN-10090 Circular 1 5.0 0.0 159.80 48.79 48.29 0.013 0.31 131 6.6 0.44 N-C02P03-12-STN-10100 10-YR w Tailwater 60.72 56.16 4.57 7.37 - - - - - - - - - - C02P03-12-STN-10110 10-YR w Tailwater N-C02P03-12-STN-10110 N-C02P03-12-STN-10100 Circular 1 4.5 0.0 169.11 49.31 48.79 0.013 0.31 131 8.2 0.54 N-C02P03-12-STN-10110 10-YR w Tailwater 61.24 56.95 4.29 7.64 - - - - - - - - - - C02P03-12-STN-10120 10-YR w Tailwater N-C02P03-12-STN-10120 N-C02P03-12-STN-10110 Circular 1 4.5 0.0 575.46 51.09 49.31 0.013 0.31 112 7.0 0.45 Mean Froude
Number
Final Velocity ft/s Upstream Invert
Elevation ft
Downstream Invert
Elevation ft
Conduit
Slope % Final Flow ft
3 PACE_ID Scenario Length ft /s
Diameter
(Height) ft Roughness Bottom
Width ft
Jonathan Storm Channel - Proposed Condition Hydraulic Results Summary Ground Elevation ft Final Water Elevation ft Final Freeboard ft Final Depth ft Upstream Node Name Downstream Node Name Shape Number of Barrels Mean Froude
Number
Final Velocity ft/s Upstream Invert
Elevation ft
Downstream Invert
Elevation ft
Conduit
Slope % Final Flow ft
3 PACE_ID Scenario Length ft /s
Diameter
(Height) ft Roughness Bottom Width ft
N-C02P03-12-STN-10120 10-YR w Tailwater 60.56 58.86 1.71 7.76 - - - - - - - - - - C02P03-12-STN-10130 10-YR w Tailwater N-C02P03-12-STN-10130 N-C02P03-12-STN-10120 Circular 1 4.5 0.0 151.60 51.47 51.09 0.013 0.25 112 7.0 0.46 N-C02P03-12-STN-10130 10-YR w Tailwater 60.79 59.39 1.41 7.91 - - - - - - - - - - N-C02P03-12-OC-20020 10-YR w Tailwater 51.65 44.67 6.98 4.00 - - - - - - - - - - C02P03-12-STN-20030 10-YR w Tailwater N-C02P03-12-STN-20030 N-C02P03-12-OC-20020 Circular 1 3.5 0.0 336.24 41.34 40.67 0.013 0.20 88 9.1 0.80 N-C02P03-12-STN-20030 10-YR w Tailwater 52.53 47.19 5.34 5.85 - - - - - - - - - - N-C02P03-12-STN-10020 10-YR w Tailwater 54.21 49.67 4.54 6.25 - - - - - - - - - - C02P03-12-STN-30010 10-YR w Tailwater N-C02P03-12-STN-30010 N-C02P03-12-STN-10020 Circular 1 2.0 0.0 287.10 45.13 43.42 0.013 0.60 6 1.9 0.16 N-C02P03-12-STN-30010 10-YR w Tailwater 55.43 49.87 5.56 4.74 - - - - - - - - - - C02P03-12-STN-30020 10-YR w Tailwater N-C02P03-12-STN-30020 N-C02P03-12-STN-30010 Circular 1 2.0 0.0 252.38 46.28 45.13 0.013 0.46 6 1.9 0.18 N-C02P03-12-STN-30020 10-YR w Tailwater 55.28 50.05 5.23 3.77 - - - - - - - - - - C02P03-12-STN-30030 10-YR w Tailwater N-C02P03-12-STN-30030 N-C02P03-12-STN-30020 Circular 1 2.0 0.0 254.20 47.61 46.28 0.013 0.52 6 1.9 0.24 N-C02P03-12-STN-30030 10-YR w Tailwater 54.31 50.23 4.09 2.62 - - - - - - - - - - N-C02P03-12-STN-30039 10-YR w Tailwater 55.61 51.80 3.81 7.02 - - - - - - - - - - C02P03-12-STN-30040 10-YR w Tailwater N-C02P03-12-STN-30040 N-C02P03-12-STN-30039 Circular 1 2.5 0.0 582.22 46.47 44.78 0.013 0.29 29 5.8 0.39 N-C02P03-12-STN-30040 10-YR w Tailwater 56.31 54.66 1.66 8.19 - - - - - - - - - - N-C02P03-12-STN-10130 10-YR w Tailwater 60.79 59.39 1.41 7.71 - - - - - - - - - - C02P03-12-STN-40020 10-YR w Tailwater N-C02P03-12-STN-40020 N-C02P03-12-STN-10130 Circular 1 4.5 0.0 122.41 51.98 51.67 0.013 0.25 100 6.3 0.41 N-C02P03-12-STN-40020 10-YR w Tailwater 60.90 59.73 1.17 7.65 - - - - - - - - - - C02P03-12-STN-40030 10-YR w Tailwater N-C02P03-12-STN-40030 N-C02P03-12-STN-40020 Circular 1 4.5 0.0 438.42 53.48 52.08 0.013 0.32 100 6.2 0.42 N-C02P03-12-STN-40030 10-YR w Tailwater 61.82 60.88 0.94 7.29 - - - - - - - - - - C02P03-12-STN-40040 10-YR w Tailwater N-C02P03-12-STN-40040 N-C02P03-12-STN-40030 Circular 1 4.5 0.0 444.76 55.01 53.58 0.013 0.32 97 6.1 0.43 N-C02P03-12-STN-40040 10-YR w Tailwater 62.61 61.99 0.62 6.64 - - - - - - - - - - C02P03-12-STN-40041 10-YR w Tailwater N-C02P03-12-STN-40041 N-C02P03-12-STN-40040 Circular 1 2.0 0.0 199.39 57.14 55.36 0.013 0.89 7 4.6 0.89 N-C02P03-12-STN-40041 10-YR w Tailwater 63.11 57.96 5.15 0.82 - - - - - - - - - - N-C02P03-12-STN-40040 10-YR w Tailwater 62.61 61.99 0.62 6.89 - - - - - - - - - - C02P03-12-STN-40050 10-YR w Tailwater N-C02P03-12-STN-40050 N-C02P03-12-STN-40040 Circular 1 4.5 0.0 172.48 55.66 55.11 0.013 0.32 69 4.3 0.32 N-C02P03-12-STN-40050 10-YR w Tailwater 63.20 62.22 0.99 5.06 - - - - - - - - - - C02P03-12-STN-40051 10-YR w Tailwater N-C02P03-12-STN-40051 N-C02P03-12-STN-40050 Circular 1 3.0 0.0 325.99 58.20 57.16 0.013 0.32 62 8.8 0.70 N-C02P03-12-STN-40051 10-YR w Tailwater 66.52 65.03 1.49 6.83 - - - - - - - - - - C02P03-12-STN-40052 10-YR w Tailwater N-C02P03-12-STN-40052 N-C02P03-12-STN-40051 Circular 1 3.0 0.0 145.99 58.67 58.20 0.013 0.32 62 8.7 0.60 N-C02P03-12-STN-40052 10-YR w Tailwater 66.98 66.29 0.69 7.62 - - - - - - - - - - Notes:

Negative freeboard represents depth of flooding occurring above ground elevation Negative flow or velocity represents a reverse flow condition due to severe flooding of a deficient system Proposed Condition Hydraulic Results Summary
Stanton — Master Plan Update
Appendix F
Stanton Storm Channel
Stanton Storm Channel - Proposed Condition Hydraulic Results Summary Ground Elevation ft Final Water Elevation ft Final Freeboard ft Final Depth ft Upstream Node Name Downstream Node Name Shape Number of Barrels N-C02P08-02-OC-3 10-YR w Tailwater 71.05 64.37 6.68 0.50 - - - - - - - - - - C02P08-02-STN-10000 10-YR w Tailwater N-C02P08-02-STN-10000 N-C02P08-02-OC-3 Circular 1 2.5 0.0 14.87 64.15 63.87 0.013 1.88 58 12.6 1.53 N-C02P08-02-STN-10000 10-YR w Tailwater 70.69 69.75 4.30 5.60 - - - - - - - - - - C02P08-02-STN-10010 10-YR w Tailwater N-C02P08-02-STN-10010 N-C02P08-02-STN-10000 Circular 1 2.5 0.0 325.22 68.49 68.15 0.013 0.10 22 4.7 0.62 N-C02P08-02-STN-10010 10-YR w Tailwater 72.54 70.87 1.67 2.37 - - - - - - - - - - C02P08-02-STN-10020 10-YR w Tailwater N-C02P08-02-STN-10020 N-C02P08-02-STN-10010 Circular 1 2.5 0.0 391.64 69.07 68.50 0.013 0.15 22 4.3 0.47 N-C02P08-02-STN-10020 10-YR w Tailwater 74.50 71.92 2.58 2.84 - - - - - - - - - - C02P08-02-STN-10030 10-YR w Tailwater N-C02P08-02-STN-10030 N-C02P08-02-STN-10020 Circular 1 2.5 0.0 63.03 69.19 69.08 0.013 0.17 22 4.3 0.44 N-C02P08-02-STN-10030 10-YR w Tailwater 73.99 72.10 1.89 2.90 - - - - - - - - - - C02P08-02-STN-10040 10-YR w Tailwater N-C02P08-02-STN-10040 N-C02P08-02-STN-10030 Circular 1 2.5 0.0 317.21 69.99 69.20 0.013 0.25 22 4.3 0.44 N-C02P08-02-STN-10040 10-YR w Tailwater 73.56 72.95 0.61 2.95 - - - - - - - - - - C02P08-02-STN-10050 10-YR w Tailwater N-C02P08-02-STN-10050 N-C02P08-02-STN-10040 Circular 1 2.5 0.0 313.54 70.79 70.00 0.013 0.25 22 4.3 0.44 N-C02P08-02-STN-10050 10-YR w Tailwater 74.69 73.80 0.89 3.00 - - - - - - - - - - C02P08-02-STN-10060 10-YR w Tailwater N-C02P08-02-STN-10060 N-C02P08-02-STN-10050 Circular 1 2.5 0.0 363.59 71.59 70.80 0.013 0.22 22 4.5 0.45 N-C02P08-02-STN-10060 10-YR w Tailwater 76.96 74.86 2.11 3.26 - - - - - - - - - - C02P08-02-STN-10070 10-YR w Tailwater N-C02P08-02-STN-10070 N-C02P08-02-STN-10060 Circular 1 2.5 0.0 246.56 72.34 71.60 0.013 0.30 22 4.5 0.45 N-C02P08-02-STN-10070 10-YR w Tailwater 77.58 75.58 2.00 3.23 - - - - - - - - - - C02P08-02-STN-10071 10-YR w Tailwater N-C02P08-02-STN-10071 N-C02P08-02-STN-10070 Circular 1 2.5 0.0 182.00 72.59 72.35 0.013 0.13 22 4.5 0.45 N-C02P08-02-STN-10071 10-YR w Tailwater 78.57 76.10 2.47 3.51 - - - - - - - - - - N-C02P08-05-OC 10-YR w Tailwater 72.95 71.32 1.63 5.00 - - - - - - - - - - C02P08-05-STN-10010 10-YR w Tailwater N-C02P08-05-STN-10010 N-C02P08-05-OC Rectangular 1 4.0 8.0 807.95 67.94 66.32 0.013 0.20 114 3.6 0.32 N-C02P08-05-STN-10010 10-YR w Tailwater 74.63 71.84 2.79 3.90 - - - - - - - - - - C02P08-05-STN-10020 10-YR w Tailwater N-C02P08-05-STN-10020 N-C02P08-05-STN-10010 Rectangular 1 2.0 4.0 651.73 71.24 69.94 0.013 0.20 42 5.2 0.66 N-C02P08-05-STN-10020 10-YR w Tailwater 76.11 74.18 1.94 2.94 - - - - - - - - - - C02P08-05-STN-10030 10-YR w Tailwater N-C02P08-05-STN-10030 N-C02P08-05-STN-10020 Rectangular 1 2.0 3.0 378.86 72.00 71.24 0.013 0.20 29 4.8 0.49 N-C02P08-05-STN-10030 10-YR w Tailwater 76.91 75.50 1.41 3.50 - - - - - - - - - - N-C02P08-05-STN-10010 10-YR w Tailwater 74.63 71.84 2.79 2.90 - - - - - - - - - - C02P08-05-STN-20010 10-YR w Tailwater N-C02P08-05-STN-20010 N-C02P08-05-STN-10010 Rectangular 1 3.0 4.0 625.10 70.19 68.94 0.013 0.20 52 4.9 0.51 N-C02P08-05-STN-20010 10-YR w Tailwater 76.28 72.87 3.41 2.68 - - - - - - - - - - C02P08-05-STN-20020 10-YR w Tailwater N-C02P08-05-STN-20020 N-C02P08-05-STN-20010 Rectangular 1 3.0 4.0 300.00 70.79 70.19 0.013 0.20 46 4.6 0.51 N-C02P08-05-STN-20020 10-YR w Tailwater 77.27 73.28 4.00 2.49 - - - - - - - - - - C02P08-05-STN-20030 10-YR w Tailwater N-C02P08-05-STN-20030 N-C02P08-05-STN-20020 Rectangular 1 2.0 4.0 910.60 73.61 71.79 0.013 0.20 37 4.8 0.68 N-C02P08-05-STN-20030 10-YR w Tailwater 78.59 75.97 2.62 2.36 - - - - - - - - - - C02P08-05-STN-20040 10-YR w Tailwater N-C02P08-05-STN-20040 N-C02P08-05-STN-20030 Rectangular 1 2.0 3.0 542.15 74.69 73.61 0.013 0.20 31 5.2 0.59 N-C02P08-05-STN-20040 10-YR w Tailwater 79.36 78.18 1.18 3.49 - - - - - - - - - - N-C02P08-11-STN-10010 10-YR w Tailwater 76.67 74.19 2.48 4.50 - - - - - - - - - - C02P08-11-STN-10020 10-YR w Tailwater N-C02P08-11-STN-10020 N-C02P08-11-STN-10010 Rectangular 1 4.0 7.0 214.50 70.12 69.69 0.013 0.20 100 3.5 0.33 N-C02P08-11-STN-10020 10-YR w Tailwater 77.00 74.16 2.85 4.04 - - - - - - - - - - C02P08-11-STN-10021 10-YR w Tailwater N-C02P08-11-STN-10021 N-C02P08-11-STN-10020 Rectangular 1 4.0 7.0 4.00 70.20 70.12 0.013 2.00 166 5.9 0.43 N-C02P08-11-STN-10021 10-YR w Tailwater 77.04 74.59 2.46 4.39 - - - - - - - - - - C02P08-11-STN-10030 10-YR w Tailwater N-C02P08-11-STN-10030 N-C02P08-11-STN-10021 Rectangular 1 4.0 7.0 346.00 70.89 70.20 0.013 0.20 162 5.8 0.51 N-C02P08-11-STN-10030 10-YR w Tailwater 77.83 74.97 2.86 4.08 - - - - - - - - - - C02P08-11-STN-10031 10-YR w Tailwater N-C02P08-11-STN-10031 N-C02P08-11-STN-10030 Rectangular 1 4.0 7.0 4.00 70.98 70.89 0.013 2.25 169 6.1 0.53 N-C02P08-11-STN-10031 10-YR w Tailwater 77.85 75.03 2.82 4.05 - - - - - - - - - - C02P08-11-STN-10040 10-YR w Tailwater N-C02P08-11-STN-10040 N-C02P08-11-STN-10031 Rectangular 1 4.0 7.0 346.00 71.67 70.98 0.013 0.20 168 6.0 0.56 N-C02P08-11-STN-10040 10-YR w Tailwater 78.61 75.72 2.89 4.05 - - - - - - - - - - C02P08-11-STN-10041 10-YR w Tailwater N-C02P08-11-STN-10041 N-C02P08-11-STN-10040 Rectangular 1 4.0 7.0 4.00 71.75 71.67 0.013 2.00 214 7.6 0.60 N-C02P08-11-STN-10041 10-YR w Tailwater 78.59 76.04 2.54 4.29 - - - - - - - - - - C02P08-11-STN-10050 10-YR w Tailwater N-C02P08-11-STN-10050 N-C02P08-11-STN-10041 Rectangular 1 4.0 7.0 316.00 72.45 71.75 0.013 0.22 213 7.6 0.64 N-C02P08-11-STN-10050 10-YR w Tailwater 79.96 76.91 3.05 4.46 - - - - - - - - - - C02P08-11-STN-10051 10-YR w Tailwater N-C02P08-11-STN-10051 N-C02P08-11-STN-10050 Circular 1 3.8 0.0 8.00 72.53 72.45 0.013 1.00 90 7.8 0.64 N-C02P08-11-STN-10051 10-YR w Tailwater 80.01 77.00 3.01 4.47 - - - - - - - - - - C02P08-11-STN-10060 10-YR w Tailwater N-C02P08-11-STN-10060 N-C02P08-11-STN-10051 Circular 1 3.0 0.0 69.00 72.67 72.53 0.013 0.20 23 3.2 0.27 N-C02P08-11-STN-10060 10-YR w Tailwater 80.09 77.09 3.00 4.42 - - - - - - - - - - N-C02P08-10.5-OC 10-YR w Tailwater 75.89 73.80 2.09 3.50 - - - - - - - - - - Mean Froude
Number PACE_ID Scenario Diameter
(Height) ft
Bottom
Width ft Length ft Upstream Invert
Elevation ft
Downstream Invert
Elevation ft Roughness Conduit
Slope % Final Flow ft
3 /s Final Velocity ft/s
Stanton Storm Channel - Proposed Condition Hydraulic Results Summary Ground Elevation ft Final Water Elevation ft Final Freeboard ft Final Depth ft Upstream Node Name Downstream Node Name Shape Number of Barrels Mean Froude
Number PACE_ID Scenario Diameter (Height) ft
Bottom
Width ft Length ft Upstream Invert Elevation ft
Downstream Invert
Elevation ft Roughness Conduit Slope % Final Flow ft
3 /s Final Velocity ft/s
C02P08-11-STN-1010 10-YR w Tailwater N-C02P08-11-STN-1010 N-C02P08-10.5-OC Circular 1 3.0 0.0 357.38 71.35 70.30 0.013 0.29 38 5.1 0.48 N-C02P08-11-STN-1010 10-YR w Tailwater 76.94 74.87 2.07 3.52 - - - - - - - - - - C02P08-11-STN-1020 10-YR w Tailwater N-C02P08-11-STN-1020 N-C02P08-11-STN-1010 Circular 1 3.0 0.0 464.39 72.75 71.37 0.013 0.30 38 5.1 0.48 N-C02P08-11-STN-1020 10-YR w Tailwater 76.95 76.24 0.71 3.49 - - - - - - - - - - N-C02P08-11-STN-10051 10-YR w Tailwater 80.01 77.00 3.01 4.47 - - - - - - - - - - C02P08-11-STN-20010 10-YR w Tailwater N-C02P08-11-STN-20010 N-C02P08-11-STN-10051 Circular 1 3.5 0.0 580.35 73.98 72.53 0.013 0.25 67 6.9 0.56 N-C02P08-11-STN-20010 10-YR w Tailwater 82.94 79.58 3.36 5.60 - - - - - - - - - - C02P08-11-STN-20020 10-YR w Tailwater N-C02P08-11-STN-20020 N-C02P08-11-STN-20010 Circular 1 3.0 0.0 401.82 75.48 74.48 0.013 0.25 45 6.3 0.48 N-C02P08-11-STN-20020 10-YR w Tailwater 84.35 81.39 2.96 5.91 - - - - - - - - - - N-WESTERN-N 10-YR w Tailwater 57.92 54.77 3.15 5.17 - - - - - - - - - - C02S01-18-STN-10010 10-YR w Tailwater N-C02S01-18-STN-10010 N-WESTERN-N Rectangular 1 5.0 12.0 127.11 50.92 49.60 0.013 1.04 324 7.0 0.60 N-C02S01-18-STN-10010 10-YR w Tailwater 57.92 54.63 3.29 3.71 - - - - - - - - - - C02S01-18-STN-10011 10-YR w Tailwater N-C02S01-18-STN-10011 N-C02S01-18-STN-10010 Rectangular 2 3.0 8.0 251.18 51.61 50.92 0.013 0.27 161 6.7 0.58 N-C02S01-18-STN-10011 10-YR w Tailwater 57.81 55.43 2.37 3.83 - - - - - - - - - - C02S01-18-STN-10020 10-YR w Tailwater N-C02S01-18-STN-10020 N-C02S01-18-STN-10011 Rectangular 2 3.0 8.0 260.60 52.97 51.61 0.013 0.52 155 6.4 0.60 N-C02S01-18-STN-10020 10-YR w Tailwater 58.47 56.20 2.26 3.24 - - - - - - - - - - C02S01-18-STN-10030 10-YR w Tailwater N-C02S01-18-STN-10030 N-C02S01-18-STN-10020 Rectangular 2 3.0 8.0 152.02 53.49 52.97 0.013 0.34 155 6.4 0.62 N-C02S01-18-STN-10030 10-YR w Tailwater 59.26 56.66 2.60 3.17 - - - - - - - - - - C02S01-18-STN-10031 10-YR w Tailwater N-C02S01-18-STN-10031 N-C02S01-18-STN-10030 Rectangular 2 3.0 8.0 102.81 53.84 53.49 0.013 0.35 154 6.4 0.64 N-C02S01-18-STN-10031 10-YR w Tailwater 59.65 56.98 2.67 3.14 - - - - - - - - - - C02S01-18-STN-10040 10-YR w Tailwater N-C02S01-18-STN-10040 N-C02S01-18-STN-10031 Rectangular 2 3.0 8.0 75.00 54.10 53.84 0.013 0.34 155 6.4 0.65 N-C02S01-18-STN-10040 10-YR w Tailwater 59.00 57.23 1.77 3.13 - - - - - - - - - - C02S01-18-STN-10050 10-YR w Tailwater N-C02S01-18-STN-10050 N-C02S01-18-STN-10040 Rectangular 2 3.0 8.0 111.86 55.22 54.10 0.013 1.00 146 7.9 0.94 N-C02S01-18-STN-10050 10-YR w Tailwater 59.22 57.44 1.78 2.22 - - - - - - - - - - C02S01-18-STN-10060 10-YR w Tailwater N-C02S01-18-STN-10060 N-C02S01-18-STN-10050 Rectangular 2 3.0 8.0 529.96 55.91 55.22 0.013 0.13 146 6.2 0.73 N-C02S01-18-STN-10060 10-YR w Tailwater 60.11 58.98 1.13 3.07 - - - - - - - - - - C02S01-18-STN-10070 10-YR w Tailwater N-C02S01-18-STN-10070 N-C02S01-18-STN-10060 Rectangular 2 3.0 8.0 338.68 56.61 55.91 0.013 0.21 141 5.9 0.59 N-C02S01-18-STN-10070 10-YR w Tailwater 60.38 59.77 0.61 3.16 - - - - - - - - - - C02S01-18-STN-10071 10-YR w Tailwater N-C02S01-18-STN-10071 N-C02S01-18-STN-10070 Rectangular 2 3.0 8.0 209.35 57.24 56.61 0.013 0.30 141 5.9 0.62 N-C02S01-18-STN-10071 10-YR w Tailwater 62.88 60.28 2.60 3.04 - - - - - - - - - - C02S01-18-STN-10072 10-YR w Tailwater N-C02S01-18-STN-10072 N-C02S01-18-STN-10071 Rectangular 2 3.0 8.0 40.17 57.41 57.24 0.013 0.42 141 5.9 0.64 N-C02S01-18-STN-10072 10-YR w Tailwater 63.45 60.39 3.07 2.98 - - - - - - - - - - N-C02S01-18-STN-10075 10-YR w Tailwater 63.30 60.34 2.95 2.65 - - - - - - - - - - C02S01-18-STN-10075 10-YR w Tailwater N-C02S01-18-STN-10074 N-C02S01-18-STN-10075 Rectangular 2 3.0 8.0 40.79 58.13 57.69 0.013 1.08 132 7.2 0.90 N-C02S01-18-STN-10074 10-YR w Tailwater 62.18 60.37 1.81 2.24 - - - - - - - - - - N-C02S01-18-STN-10072 10-YR w Tailwater 63.45 60.39 3.07 2.98 - - - - - - - - - - C02S01-18-STN-10076 10-YR w Tailwater N-C02S01-18-STN-10075 N-C02S01-18-STN-10072 Rectangular 2 3.0 8.0 20.08 57.69 57.41 0.013 1.39 132 6.1 0.70 N-C02S01-18-STN-10075 10-YR w Tailwater 63.30 60.34 2.95 2.65 - - - - - - - - - - N-C02S01-18-STN-10072 10-YR w Tailwater 63.45 60.39 3.07 2.98 - - - - - - - - - - C02S01-18-STN-10077 10-YR w Tailwater N-C02S01-18-STN-10077 N-C02S01-18-STN-10072 Circular 1 2.5 0.0 106.35 58.34 57.41 0.013 0.87 18 3.9 0.53 N-C02S01-18-STN-10077 10-YR w Tailwater 61.94 60.52 1.42 2.18 - - - - - - - - - - N-C02S01-18-STN-10074 10-YR w Tailwater 62.18 60.37 1.81 2.24 - - - - - - - - - - C02S01-18-STN-10080 10-YR w Tailwater N-C02S01-18-STN-10080 N-C02S01-18-STN-10074 Trapezoidal 1 3.8 13.0 444.59 58.87 58.13 0.013 0.17 260 7.7 0.88 N-C02S01-18-STN-10080 10-YR w Tailwater 62.70 61.49 1.21 2.62 - - - - - - - - - - C02S01-18-STN-10081 10-YR w Tailwater N-C02S01-18-STN-10081 N-C02S01-18-STN-10080 Trapezoidal 1 3.8 13.0 487.77 59.68 58.87 0.013 0.17 253 7.3 0.78 N-C02S01-18-STN-10081 10-YR w Tailwater 63.43 62.37 1.07 2.68 - - - - - - - - - - C02S01-18-STN-10082 10-YR w Tailwater N-C02S01-18-STN-10082 N-C02S01-18-STN-10081 Trapezoidal 1 3.8 13.0 961.76 61.28 59.68 0.013 0.17 211 6.5 0.72 N-C02S01-18-STN-10082 10-YR w Tailwater 65.03 63.74 1.29 2.21 - - - - - - - - - - C02S01-18-STN-10090 10-YR w Tailwater N-C02S01-18-STN-10090 N-C02S01-18-STN-10082 Trapezoidal 1 3.5 13.0 571.81 63.93 61.53 0.013 0.42 133 6.9 1.01 N-C02S01-18-STN-10090 10-YR w Tailwater 67.43 65.34 2.09 1.41 - - - - - - - - - - N-WESTERN-W 10-YR w Tailwater 57.93 54.77 3.16 4.10 - - - - - - - - - - C02S01-18-STN-20010 10-YR w Tailwater N-C02S01-18-STN-20010 N-WESTERN-W Circular 1 3.0 0.0 619.81 52.43 50.67 0.013 0.28 28 3.8 0.36 N-C02S01-18-STN-20010 10-YR w Tailwater 57.54 55.82 1.71 3.39 - - - - - - - - - - N-C02S01-18-STN-10082 10-YR w Tailwater 65.03 63.74 1.29 2.17 - - - - - - - - - - C02S01-18-STN-30000 10-YR w Tailwater N-C02S01-18-STN-30000 N-C02S01-18-STN-10082 Rectangular 1 2.0 8.0 249.88 63.90 61.57 0.013 0.93 78 7.7 1.26 N-C02S01-18-STN-30000 10-YR w Tailwater 67.22 65.09 2.13 1.19 - - - - - - - - - - Stanton Storm Channel - Proposed Condition Hydraulic Results Summary Ground Elevation ft Final Water Elevation ft Final Freeboard ft Final Depth ft Upstream Node Name Downstream Node Name Shape Number of Barrels Mean Froude
Number PACE_ID Scenario Diameter (Height) ft
Bottom
Width ft Length ft Upstream Invert Elevation ft
Downstream Invert
Elevation ft Roughness Conduit Slope % Final Flow ft
3 /s Final Velocity ft/s
C02S01-18-STN-30010 10-YR w Tailwater N-C02S01-18-STN-30010 N-C02S01-18-STN-30000 Rectangular 1 2.0 8.0 310.63 64.21 63.90 0.013 0.10 72 5.2 0.78 N-C02S01-18-STN-30010 10-YR w Tailwater 66.77 65.98 0.79 1.77 - - - - - - - - - - C02S01-18-STN-30011 10-YR w Tailwater N-C02S01-18-STN-30011 N-C02S01-18-STN-30010 Rectangular 1 2.0 8.0 130.37 64.34 64.21 0.013 0.10 58 4.1 0.54 N-C02S01-18-STN-30011 10-YR w Tailwater 66.80 66.12 0.68 1.78 - - - - - - - - - - C02S01-18-STN-30012 10-YR w Tailwater N-C02S01-18-STN-30012 N-C02S01-18-STN-30011 Rectangular 1 2.0 8.0 6.00 64.35 64.34 0.013 0.17 58 4.1 0.54 N-C02S01-18-STN-30012 10-YR w Tailwater 66.79 66.12 0.67 1.77 - - - - - - - - - - C02S01-18-STN-30020 10-YR w Tailwater N-C02S01-18-STN-30020 N-C02S01-18-STN-30012 Rectangular 1 2.0 8.0 519.00 64.86 64.35 0.013 0.10 58 4.1 0.54 N-C02S01-18-STN-30020 10-YR w Tailwater 67.78 66.64 1.14 1.78 - - - - - - - - - - C02S01-18-STN-30021 10-YR w Tailwater N-C02S01-18-STN-30021 N-C02S01-18-STN-30020 Rectangular 1 2.0 8.0 4.00 64.87 64.86 0.013 0.25 58 4.1 0.54 N-C02S01-18-STN-30021 10-YR w Tailwater 67.79 66.64 1.15 1.77 - - - - - - - - - - C02S01-18-STN-30030 10-YR w Tailwater N-C02S01-18-STN-30030 N-C02S01-18-STN-30021 Rectangular 1 2.0 8.0 46.00 64.91 64.87 0.013 0.09 58 4.1 0.54 N-C02S01-18-STN-30030 10-YR w Tailwater 68.13 66.69 1.44 1.78 - - - - - - - - - - C02S01-18-STN-30031 10-YR w Tailwater N-C02S01-18-STN-30031 N-C02S01-18-STN-30030 Rectangular 1 2.0 8.0 4.00 64.92 64.91 0.013 0.25 58 4.1 0.55 N-C02S01-18-STN-30031 10-YR w Tailwater 68.19 66.69 1.50 1.77 - - - - - - - - - - N-C02S01-18-STN-10090 10-YR w Tailwater 67.43 65.34 2.09 1.41 - - - - - - - - - - C02S01-18-STN-40010 10-YR w Tailwater N-C02S01-18-STN-40010 N-C02S01-18-STN-10090 Rectangular 1 3.0 8.0 162.32 64.17 63.93 0.013 0.15 117 6.9 0.86 N-C02S01-18-STN-40010 10-YR w Tailwater 70.56 66.33 4.24 2.16 - - - - - - - - - - C02S01-18-STN-40011 10-YR w Tailwater N-C02S01-18-STN-40011 N-C02S01-18-STN-40010 Rectangular 1 3.0 8.0 524.12 64.94 64.17 0.013 0.15 117 6.1 0.72 N-C02S01-18-STN-40011 10-YR w Tailwater 69.66 67.37 2.29 2.43 - - - - - - - - - - C02S01-18-STN-40020 10-YR w Tailwater N-C02S01-18-STN-40020 N-C02S01-18-STN-40011 Rectangular 1 3.0 8.0 617.45 65.94 64.94 0.013 0.16 103 5.6 0.63 N-C02S01-18-STN-40020 10-YR w Tailwater 70.55 68.24 2.31 2.30 - - - - - - - - - - C02S01-18-STN-40021 10-YR w Tailwater N-C02S01-18-STN-40021 N-C02S01-18-STN-40020 Rectangular 1 2.0 4.0 180.00 66.56 65.94 0.013 0.34 30 3.8 0.48 N-C02S01-18-STN-40021 10-YR w Tailwater 71.16 68.58 2.58 2.02 - - - - - - - - - - C02S01-18-STN-40022 10-YR w Tailwater N-C02S01-18-STN-40022 N-C02S01-18-STN-40021 Circular 1 3.0 0.0 348.65 68.40 66.56 0.013 0.53 27 6.6 0.89 N-C02S01-18-STN-40022 10-YR w Tailwater 72.16 70.05 2.11 1.65 - - - - - - - - - - C02S01-18-STN-40023 10-YR w Tailwater N-C02S01-18-STN-40023 N-C02S01-18-STN-40022 Circular 1 3.0 0.0 567.30 71.55 68.40 0.013 0.56 24 6.8 0.97 N-C02S01-18-STN-40023 10-YR w Tailwater 74.55 73.03 1.52 1.48 - - - - - - - - - - C02S01-18-STN-40024 10-YR w Tailwater N-C02S01-18-STN-40024 N-C02S01-18-STN-40023 Circular 1 3.0 0.0 137.11 72.30 71.55 0.013 0.55 19 6.2 0.93 N-C02S01-18-STN-40024 10-YR w Tailwater 75.30 73.63 1.67 1.33 - - - - - - - - - - N-C02S01-18-STN-10090 10-YR w Tailwater 67.43 65.34 2.09 1.41 - - - - - - - - - - C02S01-18-STN-50000 10-YR w Tailwater N-C02S01-18-STN-50000 N-C02S01-18-STN-10090 Trapezoidal 1 3.5 13.0 56.87 64.04 63.93 0.013 0.20 16 0.9 0.17 N-C02S01-18-STN-50000 10-YR w Tailwater 69.68 65.34 4.34 1.30 - - - - - - - - - - C02S01-18-STN-50010 10-YR w Tailwater N-C02S01-18-STN-50010 N-C02S01-18-STN-50000 Circular 1 2.0 0.0 169.90 65.38 64.04 0.013 0.79 16 7.0 1.06 N-C02S01-18-STN-50010 10-YR w Tailwater 69.10 66.75 2.35 1.36 - - - - - - - - - - C02S01-18-STN-50020 10-YR w Tailwater N-C02S01-18-STN-50020 N-C02S01-18-STN-50010 Circular 1 2.0 0.0 176.83 65.74 65.38 0.013 0.20 10 4.0 0.60 N-C02S01-18-STN-50020 10-YR w Tailwater 68.73 67.23 1.50 1.49 - - - - - - - - - - N-C02S01-18-STN-40020 10-YR w Tailwater 70.55 68.24 2.31 2.30 - - - - - - - - - - C02S01-18-STN-60000 10-YR w Tailwater N-C02S01-18-STN-60000 N-C02S01-18-STN-40020 Rectangular 1 3.0 5.0 160.35 66.16 65.94 0.013 0.14 73 6.0 0.69 N-C02S01-18-STN-60000 10-YR w Tailwater 70.32 68.63 1.70 2.47 - - - - - - - - - - C02S01-18-STN-60010 10-YR w Tailwater N-C02S01-18-STN-60010 N-C02S01-18-STN-60000 Rectangular 1 3.0 5.0 200.00 66.48 66.16 0.013 0.16 71 5.7 0.63 N-C02S01-18-STN-60010 10-YR w Tailwater 70.32 69.01 1.31 2.53 - - - - - - - - - - C02S01-18-STN-60020 10-YR w Tailwater N-C02S01-18-STN-60020 N-C02S01-18-STN-60010 Rectangular 1 3.0 4.0 452.20 67.38 66.48 0.013 0.20 61 5.7 0.63 N-C02S01-18-STN-60020 10-YR w Tailwater 71.71 70.06 1.65 2.68 - - - - - - - - - - C02S01-18-STN-60030 10-YR w Tailwater N-C02S01-18-STN-60030 N-C02S01-18-STN-60020 Rectangular 1 3.0 4.0 523.01 68.43 67.38 0.013 0.20 51 5.1 0.56 N-C02S01-18-STN-60030 10-YR w Tailwater 73.48 70.93 2.55 2.50 - - - - - - - - - - C02S01-18-STN-60040 10-YR w Tailwater N-C02S01-18-STN-60040 N-C02S01-18-STN-60030 Circular 1 3.0 0.0 1166.45 70.76 68.43 0.013 0.20 39 5.5 0.60 N-C02S01-18-STN-60040 10-YR w Tailwater 75.64 74.76 0.88 4.00 - - - - - - - - - - N-WESTERN-E 10-YR w Tailwater 57.92 54.95 2.97 3.88 - - - - - - - - - - C02S01-19-STN-10000 10-YR w Tailwater N-C02S01-19-STN-10000 N-WESTERN-E Circular 1 2.0 0.0 131.22 53.89 51.07 0.013 2.15 12 5.2 0.80 N-C02S01-19-STN-10000 10-YR w Tailwater 56.89 55.21 1.68 1.33 - - - - - - - - - - N-C02S01-29-OC 10-YR w Tailwater 61.34 59.56 1.78 2.36 - - - - - - - - - - C02S01-32-STN-10010 10-YR w Tailwater N-C02S01-32-STN-10010 N-C02S01-29-OC Trapezoidal 1 4.0 7.0 642.29 58.39 57.20 0.030 0.19 61 2.5 0.30 N-C02S01-32-STN-10010 10-YR w Tailwater 62.83 60.52 2.30 2.13 - - - - - - - - - - C02S01-32-STN-10020 10-YR w Tailwater N-C02S01-32-STN-10020 N-C02S01-32-STN-10010 Rectangular 1 2.0 5.0 29.27 58.45 58.39 0.013 0.20 61 6.1 0.72 N-C02S01-32-STN-10020 10-YR w Tailwater 62.94 60.68 2.26 2.23 - - - - - - - - - - C02S01-32-STN-10030 10-YR w Tailwater N-C02S01-32-STN-10030 N-C02S01-32-STN-10020 Rectangular 1 2.0 5.0 125.37 58.70 58.45 0.013 0.20 61 6.1 0.70 N-C02S01-32-STN-10030 10-YR w Tailwater 61.76 61.28 0.48 2.58 - - - - - - - - - - Stanton Storm Channel - Proposed Condition Hydraulic Results Summary Ground Elevation ft Final Water Elevation ft Final Freeboard ft Final Depth ft Upstream Node Name Downstream Node Name Shape Number of Barrels Mean Froude
Number PACE_ID Scenario Diameter (Height) ft
Bottom
Width ft Length ft Upstream Invert Elevation ft
Downstream Invert
Elevation ft Roughness Conduit Slope % Final Flow ft
3 /s Final Velocity ft/s
C02S01-32-STN-10031 10-YR w Tailwater N-C02S01-49-STN-00000 N-C02S01-32-STN-10030 Rectangular 1 2.0 5.0 57.01 58.81 58.70 0.013 0.19 61 6.1 0.66 N-C02S01-49-STN-00000 10-YR w Tailwater 61.92 61.56 0.36 2.75 - - - - - - - - - - C02S01-32-STN-10040 10-YR w Tailwater N-C02S01-32-STN-10040 N-C02S01-49-STN-00000 Rectangular 1 2.0 5.0 323.68 59.46 58.81 0.013 0.20 30 3.0 0.34 N-C02S01-32-STN-10040 10-YR w Tailwater 62.14 61.93 0.22 2.47 - - - - - - - - - - C02S01-32-STN-10050 10-YR w Tailwater N-C02S01-32-STN-10050 N-C02S01-32-STN-10040 Rectangular 1 2.0 5.0 330.00 60.12 59.46 0.013 0.20 27 2.7 0.33 N-C02S01-32-STN-10050 10-YR w Tailwater 62.73 62.22 0.51 2.10 - - - - - - - - - - N-SPRR 10-YR w Tailwater 59.27 57.27 2.00 4.21 - - - - - - - - - - C02S01-32-STN-20010 10-YR w Tailwater N-C02S01-32-STN-20010 N-SPRR Rectangular 1 4.0 4.0 100.30 53.36 53.06 0.013 0.30 56 3.5 0.31 N-C02S01-32-STN-20010 10-YR w Tailwater 60.40 57.37 3.02 3.99 - - - - - - - - - - C02S01-32-STN-20020 10-YR w Tailwater N-C02S01-32-STN-20020 N-C02S01-32-STN-20010 Rectangular 1 4.0 4.0 145.24 53.82 53.38 0.013 0.30 56 3.8 0.35 N-C02S01-32-STN-20020 10-YR w Tailwater 58.91 57.49 1.42 3.57 - - - - - - - - - - C02S01-32-STN-20030 10-YR w Tailwater N-C02S01-32-STN-20030 N-C02S01-32-STN-20020 Rectangular 1 3.0 4.0 47.38 54.06 53.92 0.013 0.30 50 4.2 0.39 N-C02S01-32-STN-20030 10-YR w Tailwater 58.72 57.56 1.15 3.50 - - - - - - - - - - C02S01-32-STN-20040 10-YR w Tailwater N-C02S01-32-STN-20040 N-C02S01-32-STN-20030 Rectangular 1 3.0 4.0 553.94 55.17 54.06 0.013 0.20 49 4.1 0.40 N-C02S01-32-STN-20040 10-YR w Tailwater 59.50 58.46 1.04 3.29 - - - - - - - - - - C02S01-32-STN-20050 10-YR w Tailwater N-C02S01-32-STN-20050 N-C02S01-32-STN-20040 Rectangular 1 2.0 4.0 294.94 56.76 56.17 0.013 0.20 37 4.6 0.53 N-C02S01-32-STN-20050 10-YR w Tailwater 60.01 59.30 0.71 2.54 - - - - - - - - - - C02S01-32-STN-20060 10-YR w Tailwater N-C02S01-32-STN-20060 N-C02S01-32-STN-20050 Rectangular 1 2.0 4.0 293.84 57.35 56.76 0.013 0.20 25 3.1 0.36 N-C02S01-32-STN-20060 10-YR w Tailwater 60.48 59.67 0.81 2.32 - - - - - - - - - - N-C02S01-32-STN-10050 10-YR w Tailwater 62.73 62.22 0.51 2.10 - - - - - - - - - - C02S01-32-STN-30010 10-YR w Tailwater N-C02S01-32-STN-30010 N-C02S01-32-STN-10050 Rectangular 1 2.0 3.0 309.58 60.74 60.12 0.013 0.20 26 4.3 0.54 N-C02S01-32-STN-30010 10-YR w Tailwater 65.34 63.11 2.23 2.37 - - - - - - - - - - C02S01-32-STN-30020 10-YR w Tailwater N-C02S01-32-STN-30020 N-C02S01-32-STN-30010 Rectangular 1 2.0 3.0 330.00 61.40 60.74 0.013 0.20 22 3.7 0.43 N-C02S01-32-STN-30020 10-YR w Tailwater 65.51 63.81 1.71 2.41 - - - - - - - - - - C02S01-32-STN-30030 10-YR w Tailwater N-C02S01-32-STN-30030 N-C02S01-32-STN-30020 Circular 1 2.0 0.0 330.78 62.06 61.40 0.013 0.20 18 5.8 0.66 N-C02S01-32-STN-30030 10-YR w Tailwater 66.54 65.96 0.58 3.90 - - - - - - - - - - N-C02S01-49-STN-00000 10-YR w Tailwater 61.92 61.56 0.36 2.75 - - - - - - - - - - C02S01-32-STN-40010 10-YR w Tailwater N-C02S01-32-STN-40010 N-C02S01-49-STN-00000 Rectangular 1 2.0 4.0 639.55 60.09 58.81 0.013 0.20 27 3.3 0.39 N-C02S01-32-STN-40010 10-YR w Tailwater 62.78 62.50 0.28 2.40 - - - - - - - - - - N-CEDAR 10-YR w Tailwater 61.97 59.87 2.10 4.23 - - - - - - - - - - C02S01-35-STN-10000 10-YR w Tailwater N-C02S01-35-STN-10000 N-CEDAR Circular 1 4.0 0.0 14.00 55.68 55.64 0.013 0.29 19 1.5 0.13 N-C02S01-35-STN-10000 10-YR w Tailwater 62.15 59.87 2.28 4.19 - - - - - - - - - - C02S01-35-STN-10010 10-YR w Tailwater N-C02S01-35-STN-10010 N-C02S01-35-STN-10000 Circular 1 4.0 0.0 96.95 55.99 55.68 0.013 0.32 19 1.5 0.14 N-C02S01-35-STN-10010 10-YR w Tailwater 61.81 59.89 1.92 3.90 - - - - - - - - - - C02S01-35-STN-10011 10-YR w Tailwater N-C02S01-35-STN-10011 N-C02S01-35-STN-10010 Circular 1 4.0 0.0 39.05 56.12 55.99 0.013 0.33 19 1.5 0.14 N-C02S01-35-STN-10011 10-YR w Tailwater 60.97 59.90 1.08 3.78 - - - - - - - - - - C02S01-35-STN-10020 10-YR w Tailwater N-C02S01-35-STN-10020 N-C02S01-35-STN-10011 Circular 1 2.3 0.0 300.00 56.42 56.12 0.013 0.10 14 3.5 0.31 N-C02S01-35-STN-10020 10-YR w Tailwater 60.94 60.51 0.43 4.09 - - - - - - - - - - C02S01-35-STN-10030 10-YR w Tailwater N-C02S01-35-STN-10030 N-C02S01-35-STN-10020 Circular 1 2.3 0.0 300.00 56.72 56.42 0.013 0.10 5 1.3 0.11 N-C02S01-35-STN-10030 10-YR w Tailwater 61.41 60.59 0.82 3.87 - - - - - - - - - - N-Beach 10-YR w Tailwater 65.97 63.00 2.97 4.94 - - - - - - - - - - C02S01-37-STN-10000 10-YR w Tailwater N-C02S01-37-STN-10000 N-Beach Circular 1 4.5 0.0 43.07 58.11 58.06 0.013 0.12 72 4.3 0.35 N-C02S01-37-STN-10000 10-YR w Tailwater 66.04 63.07 2.97 4.95 - - - - - - - - - - C02S01-37-STN-10010 10-YR w Tailwater N-C02S01-37-STN-10010 N-C02S01-37-STN-10000 Circular 1 4.5 0.0 333.00 58.46 58.12 0.013 0.10 65 3.9 0.31 N-C02S01-37-STN-10010 10-YR w Tailwater 66.19 63.42 2.77 4.96 - - - - - - - - - - C02S01-37-STN-10011 10-YR w Tailwater N-C02S01-37-STN-10011 N-C02S01-37-STN-10010 Circular 1 4.5 0.0 395.00 58.86 58.46 0.013 0.10 46 2.8 0.23 N-C02S01-37-STN-10011 10-YR w Tailwater 65.18 63.62 1.56 4.55 - - - - - - - - - - C02S01-37-STN-10020 10-YR w Tailwater N-C02S01-37-STN-10020 N-C02S01-37-STN-10011 Circular 1 3.7 0.0 7.00 60.27 59.07 0.013 17.14 34 3.3 0.32 N-C02S01-37-STN-10020 10-YR w Tailwater 64.95 63.58 1.37 3.31 - - - - - - - - - - C02S01-37-STN-10021 10-YR w Tailwater N-C02S01-37-STN-10021 N-C02S01-37-STN-10020 Circular 1 3.7 0.0 145.63 60.45 60.27 0.013 0.12 34 3.4 0.33 N-C02S01-37-STN-10021 10-YR w Tailwater 65.37 63.69 1.68 3.24 - - - - - - - - - - C02S01-37-STN-10030 10-YR w Tailwater N-C02S01-37-STN-10030 N-C02S01-37-STN-10021 Circular 1 3.0 0.0 445.00 61.11 60.45 0.013 0.15 16 2.3 0.24 N-C02S01-37-STN-10030 10-YR w Tailwater 65.17 63.92 1.25 2.81 - - - - - - - - - - C02S01-37-STN-10040 10-YR w Tailwater N-C02S01-37-STN-10040 N-C02S01-37-STN-10030 Circular 1 3.0 0.0 50.67 61.18 61.11 0.013 0.14 10 1.5 0.16 N-C02S01-37-STN-10040 10-YR w Tailwater 64.96 63.93 1.03 2.75 - - - - - - - - - - N-C02S01-37-STN-20040 10-YR w Tailwater 66.82 64.55 2.28 4.20 - - - - - - - - - - C02S01-37-STN-20001 10-YR w Tailwater N-C02S01-37-STN-20001 N-C02S01-37-STN-20040 Circular 1 3.5 0.0 38.39 61.19 60.35 0.013 2.19 40 4.2 0.43 Stanton Storm Channel - Proposed Condition Hydraulic Results Summary Ground Elevation ft Final Water Elevation ft Final Freeboard ft Final Depth ft Upstream Node Name Downstream Node Name Shape Number of Barrels Mean Froude
Number PACE_ID Scenario Diameter (Height) ft
Bottom
Width ft Length ft Upstream Invert Elevation ft
Downstream Invert
Elevation ft Roughness Conduit Slope % Final Flow ft
3 /s Final Velocity ft/s
N-C02S01-37-STN-20001 10-YR w Tailwater 66.46 64.58 1.88 3.37 - - - - - - - - - - C02S01-37-STN-20002 10-YR w Tailwater N-C02S01-37-STN-20002 N-C02S01-37-STN-20001 Circular 1 3.5 0.0 259.25 61.91 61.21 0.013 0.27 40 4.5 0.45 N-C02S01-37-STN-20002 10-YR w Tailwater 67.50 64.93 2.57 3.02 - - - - - - - - - - C02S01-37-STN-20003 10-YR w Tailwater N-C02S01-37-STN-20003 N-C02S01-37-STN-20002 Circular 1 2.5 0.0 216.90 63.55 62.91 0.013 0.30 36 7.2 0.89 N-C02S01-37-STN-20003 10-YR w Tailwater 67.68 66.59 1.09 3.03 - - - - - - - - - - C02S01-37-STN-20004 10-YR w Tailwater N-C02S01-37-STN-20004 N-C02S01-37-STN-20003 Circular 1 2.5 0.0 120.44 63.91 63.56 0.013 0.29 12 2.3 0.25 N-C02S01-37-STN-20004 10-YR w Tailwater 67.43 66.69 0.74 2.78 - - - - - - - - - - C02S01-37-STN-20005 10-YR w Tailwater N-C02S01-37-STN-20005 N-C02S01-37-STN-20004 Circular 1 2.0 0.0 252.33 65.15 64.42 0.013 0.29 8 2.6 0.34 N-C02S01-37-STN-20005 10-YR w Tailwater 68.44 66.96 1.48 1.81 - - - - - - - - - - C02S01-37-STN-20006 10-YR w Tailwater N-C02S01-37-STN-20006 N-C02S01-37-STN-20005 Circular 1 1.5 0.0 206.91 66.25 65.65 0.013 0.29 4 2.9 0.48 N-C02S01-37-STN-20006 10-YR w Tailwater 68.23 67.32 0.92 1.07 - - - - - - - - - - N-Beach-S 10-YR w Tailwater 65.97 63.00 2.97 4.73 - - - - - - - - - - C02S01-37-STN-20010 10-YR w Tailwater N-C02S01-37-STN-20010 N-Beach-S Circular 1 4.0 0.0 35.96 58.31 58.27 0.013 0.11 64 4.9 0.40 N-C02S01-37-STN-20010 10-YR w Tailwater 65.95 63.08 2.87 4.77 - - - - - - - - - - C02S01-37-STN-20020 10-YR w Tailwater N-C02S01-37-STN-20020 N-C02S01-37-STN-20010 Circular 1 4.0 0.0 546.00 59.24 58.31 0.013 0.17 61 4.7 0.39 N-C02S01-37-STN-20020 10-YR w Tailwater 66.23 64.01 2.22 4.77 - - - - - - - - - - C02S01-37-STN-20030 10-YR w Tailwater N-C02S01-37-STN-20030 N-C02S01-37-STN-20020 Rectangular 1 3.0 6.0 545.88 60.17 59.24 0.013 0.17 61 3.4 0.28 N-C02S01-37-STN-20030 10-YR w Tailwater 66.83 64.50 2.33 4.33 - - - - - - - - - - C02S01-37-STN-20040 10-YR w Tailwater N-C02S01-37-STN-20040 N-C02S01-37-STN-20030 Rectangular 1 3.0 6.0 48.54 60.35 60.17 0.013 0.37 61 3.4 0.32 N-C02S01-37-STN-20040 10-YR w Tailwater 66.82 64.55 2.28 4.20 - - - - - - - - - - C02S01-37-STN-20050 10-YR w Tailwater N-C02S01-37-STN-20050 N-C02S01-37-STN-20040 Circular 1 3.0 0.0 307.83 60.87 60.35 0.013 0.17 21 3.0 0.27 N-C02S01-37-STN-20050 10-YR w Tailwater 67.75 64.86 2.89 3.99 - - - - - - - - - - C02S01-37-STN-20060 10-YR w Tailwater N-C02S01-37-STN-20060 N-C02S01-37-STN-20050 Circular 1 3.0 0.0 332.75 63.10 60.87 0.013 0.67 21 4.1 0.51 N-C02S01-37-STN-20060 10-YR w Tailwater 67.52 65.08 2.44 1.98 - - - - - - - - - - N-KATELLA-A 10-YR w Tailwater 72.40 66.27 6.13 5.00 - - - - - - - - - - C02S01-45-STN-10000 10-YR w Tailwater N-C02S01-45-STN-10000 N-KATELLA-A Circular 1 2.5 0.0 10.00 61.28 61.27 0.013 0.10 76 15.4 1.22 N-C02S01-45-STN-10000 10-YR w Tailwater 72.30 66.79 5.51 5.49 - - - - - - - - - - C02S01-45-STN-10010 10-YR w Tailwater N-C02S01-45-STN-10010 N-C02S01-45-STN-10000 Circular 1 6.0 0.0 443.21 61.76 61.30 0.013 0.10 76 2.9 0.23 N-C02S01-45-STN-10010 10-YR w Tailwater 70.22 66.92 3.30 5.16 - - - - - - - - - - C02S01-45-STN-10020 10-YR w Tailwater N-C02S01-45-STN-10020 N-C02S01-45-STN-10010 Circular 1 6.0 0.0 530.57 62.26 61.76 0.013 0.09 69 2.8 0.23 N-C02S01-45-STN-10020 10-YR w Tailwater 71.68 67.06 4.63 4.80 - - - - - - - - - - C02S01-45-STN-10040 10-YR w Tailwater N-C02S01-45-STN-10040 N-C02S01-45-STN-10020 Circular 1 5.8 0.0 44.96 62.31 62.26 0.013 0.11 60 2.6 0.22 N-C02S01-45-STN-10040 10-YR w Tailwater 71.88 67.07 4.82 4.76 - - - - - - - - - - C02S01-45-STN-10041 10-YR w Tailwater N-C02S01-45-STN-10041 N-C02S01-45-STN-10040 Circular 1 5.8 0.0 59.23 62.38 62.31 0.013 0.12 0 0.0 0.00 N-C02S01-45-STN-10041 10-YR w Tailwater 71.98 67.07 4.92 4.69 - - - - - - - - - - N-C02S01-46-OC 10-YR w Tailwater 70.25 65.91 4.34 1.64 - - - - - - - - - - C02S01-46-STN-20010 10-YR w Tailwater N-C02S01-46-STN-20010 N-C02S01-46-OC Circular 1 1.5 0.0 342.89 67.52 64.27 0.013 0.95 4 4.6 0.99 N-C02S01-46-STN-20010 10-YR w Tailwater 69.59 68.19 1.40 0.67 - - - - - - - - - - N-BOATMAN 10-YR w Tailwater 68.27 66.30 1.97 2.53 - - - - - - - - - - C02S01-48-STN-10000 10-YR w Tailwater N-C02S01-46-STN-20020 N-BOATMAN Circular 1 2.0 0.0 130.45 64.38 63.77 0.013 0.47 6 1.9 0.23 N-C02S01-46-STN-20020 10-YR w Tailwater 67.85 66.38 1.47 2.00 - - - - - - - - - - N-MONROE-E 10-YR w Tailwater 69.54 67.45 2.09 3.95 - - - - - - - - - - C02S01-49-STN-00010 10-YR w Tailwater N-C02S01-49-STN-00010 N-MONROE-E Circular 1 3.0 0.0 159.16 63.72 63.50 0.013 0.14 40 5.6 0.50 N-C02S01-49-STN-00010 10-YR w Tailwater 68.73 68.05 0.68 4.32 - - - - - - - - - - C02S01-49-STN-00020 10-YR w Tailwater N-C02S01-49-STN-00020 N-C02S01-49-STN-00010 Circular 1 3.0 0.0 237.80 64.56 63.72 0.013 0.35 32 4.5 0.40 N-C02S01-49-STN-00020 10-YR w Tailwater 69.26 68.61 0.65 4.05 - - - - - - - - - - C02S01-49-STN-00030 10-YR w Tailwater N-C02S01-49-STN-00030 N-C02S01-49-STN-00020 Circular 1 3.0 0.0 308.85 65.06 64.56 0.013 0.16 32 4.5 0.39 N-C02S01-49-STN-00030 10-YR w Tailwater 69.76 69.33 0.43 4.27 - - - - - - - - - - C02S01-49-STN-00040 10-YR w Tailwater N-C02S01-49-STN-00040 N-C02S01-49-STN-00030 Circular 1 3.0 0.0 112.30 66.04 65.06 0.013 0.87 32 4.4 0.41 N-C02S01-49-STN-00040 10-YR w Tailwater 70.04 69.62 0.42 3.58 - - - - - - - - - - C02S01-49-STN-00050 10-YR w Tailwater N-C02S01-49-STN-00050 N-C02S01-49-STN-00040 Circular 1 2.0 0.0 151.36 68.03 66.04 0.013 1.31 16 4.9 0.56 N-C02S01-49-STN-00050 10-YR w Tailwater 71.43 70.37 1.06 2.34 - - - - - - - - - - N-PACIFIC 10-YR w Tailwater 71.19 68.19 3.00 4.32 - - - - - - - - - - C02S01-54-STN-10000 10-YR w Tailwater N-C02S01-54-STN-10000 N-PACIFIC Circular 1 4.0 0.0 155.11 64.23 63.87 0.013 0.23 27 2.1 0.19 N-C02S01-54-STN-10000 10-YR w Tailwater 70.40 68.24 2.16 4.01 - - - - - - - - - - C02S01-54-STN-10001 10-YR w Tailwater N-C02S01-54-STN-10001 N-C02S01-54-STN-10000 Circular 1 4.0 0.0 258.19 64.78 64.23 0.013 0.21 27 2.3 0.22 N-C02S01-54-STN-10001 10-YR w Tailwater 70.21 68.32 1.89 3.54 - - - - - - - - - - Stanton Storm Channel - Proposed Condition Hydraulic Results Summary Ground Elevation ft Final Water Elevation ft Final Freeboard ft Final Depth ft Upstream Node Name Downstream Node Name Shape Number of Barrels Mean Froude
Number PACE_ID Scenario Diameter (Height) ft
Bottom
Width ft Length ft Upstream Invert Elevation ft
Downstream Invert
Elevation ft Roughness Conduit Slope % Final Flow ft
3 /s Final Velocity ft/s
C02S01-54-STN-10010 10-YR w Tailwater N-C02S01-54-STN-10010 N-C02S01-54-STN-10001 Circular 1 3.0 0.0 224.85 65.26 64.78 0.013 0.21 25 3.4 0.33 N-C02S01-54-STN-10010 10-YR w Tailwater 68.68 68.62 0.06 3.36 - - - - - - - - - - C02S01-54-STN-10020 10-YR w Tailwater N-C02S01-54-STN-10020 N-C02S01-54-STN-10010 Circular 1 3.0 0.0 236.80 65.58 65.26 0.013 0.14 20 2.7 0.27 N-C02S01-54-STN-10020 10-YR w Tailwater 69.23 68.82 0.41 3.24 - - - - - - - - - - C02S01-54-STN-10030 10-YR w Tailwater N-C02S01-54-STN-10030 N-C02S01-54-STN-10020 Circular 1 3.0 0.0 99.55 65.68 65.58 0.013 0.10 15 2.1 0.20 N-C02S01-54-STN-10030 10-YR w Tailwater 69.48 68.87 0.61 3.19 - - - - - - - - - - C02S01-54-STN-10040 10-YR w Tailwater N-C02S01-54-STN-10040 N-C02S01-54-STN-10030 Circular 1 2.0 0.0 224.01 66.87 65.68 0.013 0.53 10 3.1 0.35 N-C02S01-54-STN-10040 10-YR w Tailwater 69.98 69.31 0.67 2.44 - - - - - - - - - - C02S01-54-STN-10050 10-YR w Tailwater N-C02S01-54-STN-10050 N-C02S01-54-STN-10040 Circular 1 2.0 0.0 78.12 67.29 66.87 0.013 0.53 5 1.6 0.20 N-C02S01-54-STN-10050 10-YR w Tailwater 70.19 69.34 0.85 2.05 - - - - - - - - - - Notes:

Negative freeboard represents depth of flooding occurring above ground elevation Negative flow or velocity represents a reverse flow condition due to severe flooding of a deficient system Initial Notes for XPSWMM Hydraulic Software Program
Legend
Final Water Surface Elevation (or HGL)
Max Water Surface Elevation (or HGL)
Manhole Overflowing
Link and Node Leader Lines
Ground Elevation
Additional Notes:
 Manhole (or Node) invert elevations were exaggerated for profile display/visualization purposes. Refer to upstream and downstream link invert elevations for true invert elevation values at the link-node connections.
 Links/Storm Drain Segments without a project label ( ) are not associated with any CIP project or proposed improvement.

Project
Proposed Condition Hydraulic Result Profiles
Stanton — Master Plan Update
Appendix F
Jonathan Storm Channel
Project 1
Project 2

Project 3
Project 3
Project 3
Project 4
Project 5
Project 6

Proposed Condition Hydraulic Result Profiles
Stanton — Master Plan Update
Appendix F
Stanton Storm Channel
Project 7
Project 8
Project 8
Project 9
Project 9
Project 10
Project 11
Project 11
Project 11
Project 11
Project 11
Project 12
Project 13

Project 14
Project 15
Project 16

Project 17
Project 17
Project 18

Project 19
Project 19
Project 20
Project 22

Proposed Condition Hydraulic Result Profiles
Stanton — Master Plan Update
Appendix F
Anaheim-Barber City Channel

Project 23
Project 24
Project 25
Project 26
Project 27
Project 27
Project 28

Appendix
G
Appendix G – Proposed CIP Projects and Cost
Estimates
Capital Improvement Program (CIP) Projects
Stanton — Master Plan Update
Appendix G
Jonathan Storm Channel

Jonathan Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02P03-03-STN-10010 Knott Ave 312 O 48" RCP 40.88 39.97 C02P03-03-STN-10020 Knott Ave 77 No Improvements 48" RCP 41.10 40.88 C02P03-03-STN-10030 Knott Ave 365 O 42" RCP 41.76 41.10 C02P03-03-STN-10031 Knott Ave 16 O 42" RCP 41.79 41.76
C02P03-03-STN-10032 Knott Ave 46 O 42" RCP 41.88 41.79
C02P03-03-STN-10040 Knott Ave 555 O 36" RCP 45.11 41.88 No Upsize No Grade Change No Grade Change
Project 1
Pipe Length (ft) Existing ProposedPACE_ID Street Name/Easement Recommendation Unit of
Measure
Estimated
Quantities
Unit Price Item Total
Deposits Attached Encrustation (Moderate-2) EA 7 $500 $3,500 Infiltration Gusher (Severe-5) EA 1 $1,200 $1,200
C02P03-03-STN-10030 Deposits Settled Debris (Average-3) FT 365 $16 $5,840 C02P03-03-STN-10031 Deposits Settled Debris (Average-3) FT 16 $16 $260 C02P03-03-STN-10032 Deposits Settled Debris (Average-3) FT 46 $16 $740 C02P03-03-STN-10040 Infiltration Gusher (Severe-5) EA 1 $800 $800 DAYS 1 $2,000 $2,000
Project 1
C02P03-03-STN-10010
TOTAL O&M COST $14,400
PACE ID Condition Assessment (Severity)
O&M Total
Traffic Control
Jonathan Storm Channel - CIP Project Cost Estimate

Jonathan Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02P03-12-STN-10020 Cerritos Ave 872 U 60" RCP 43.42 39.93 66" RCP No Grade Change No Grade Change Project 2
PACE_ID Street Name/Easement Recommendation
Existing Proposed Pipe Length (ft)
Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 66" RCP FT 872 $590 $514,360
2 Manhole EA 1 $25,000 $25,000
3 Catch Basin EA 2 $20,000 $40,000
4 Junction Structure EA 2 $12,000 $24,000
5 Utility Relocation Allowance LS 1 $471,400 $471,400
6 Remove 60" RCP FT 872 $105 $91,540
7 Traffic Control Arterial Street FT 872 $75 $65,390
8 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 9 Mobilization (10%) LS 1 $127,200 $127,200
10 Miscellaneous Items (10%) LS 1 $139,900 $139,900
11 Engineering and Design (8%) LS 1 $123,200 $123,200
12 Surveying (3%) LS 1 $46,200 $46,200
13 Construction Management (6%) LS 1 $92,400 $92,400
$261,800
$1,800,590
20% $360,120
Jonathan Storm Channel - CIP Project Cost Estimate
Project 2
$2,160,800
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $1,538,790

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

SUBTOTAL COST

CONTINGENCY

TOTAL IMPROVEMENTS COST

Jonathan Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02P03-12-STN-10100 Cerritos Ave 160 R 60" RCP 50.62 48.29 48.79 No Grade Change C02P03-12-STN-10110 Western Ave to Cerritos Ave 169 R 54" RCP 51.10 50.70 49.31 48.79 C02P03-12-STN-10120 Western Ave 575 R 54" RCP 52.59 51.17 51.09 49.31 C02P03-12-STN-10130 Western Ave 152 R 54" RCP 52.97 52.59 51.47 51.09 C02P03-12-STN-40020 Cody Dr 122 U 36" RCP 53.48 53.17 54" RCP 51.98 51.67 C02P03-12-STN-40030 Cody Dr 438 U 30" RCP 54.98 53.58 54" RCP 53.48 52.08 C02P03-12-STN-40040 Cody Dr 445 U 30" RCP 56.50 55.08 54" RCP 55.01 53.58 C02P03-12-STN-40041 Hickock Rd 199 R 24" RCP 57.14 56.85 No Upsize No Grade Change 55.36 C02P03-12-STN-40050 Cody Dr 172 U 30" RCP 57.15 56.60 54" RCP 55.66 55.11 C02P03-12-STN-40051 Cody and Sentry Dr 477 E 36" RCP 58.67 57.16 No Upsize
No Existing Pipe
Project 3
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 24" RCP FT 199 $235 $46,860
2 Install 36" RCP FT 477 $315 $150,300
3 Install 54" RCP FT 2074 $455 $943,780
4 Install 60" RCP FT 160 $525 $83,900
5 Manhole EA 10 $25,000 $250,000
6 Catch Basin EA 16 $20,000 $320,000
7 Utility Relocation Allowance LS 1 $845,400 $845,400
8 Remove 24" RCP FT 199 $48 $9,580
9 Remove 30" RCP FT 1056 $55 $58,070
10 Remove 36" RCP FT 122 $65 $7,960
11 Remove 54" RCP FT 896 $95 $85,140
12 Remove 60" RCP FT 160 $105 $16,780
13 Traffic Control Local Street FT 1855 $20 $37,100
14 Traffic Control Arterial Street FT 1056 $75 $79,200
15 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 16 Mobilization (10%) LS 1 $297,500 $297,500
17 Miscellaneous Items (10%) LS 1 $327,200 $327,200
18 Engineering and Design (8%) LS 1 $288,000 $288,000
19 Surveying (3%) LS 1 $108,000 $108,000
20 Construction Management (6%) LS 1 $216,000 $216,000
$612,000
$4,210,770
20% $842,160
Jonathan Storm Channel - CIP Project Cost Estimate
Project 3

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $5,053,000

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $3,598,770

Jonathan Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02P03-12-STN-20030 Knott Ave 132 E No Existing Pipe 42" RCP 41.34 41.08 Project 4
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 42" RCP FT 132 $355 $46,730
2 Manhole EA 2 $25,000 $50,000
3 Catch Basin EA 2 $20,000 $40,000
4 Utility Relocation Allowance LS 1 $10,300 $10,300
5 Traffic Control Arterial Street FT 132 $75 $9,880
6 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 7 Mobilization (10%) LS 1 $19,700 $19,700
8 Miscellaneous Items (10%) LS 1 $21,700 $21,700
9 Engineering and Design (8%) LS 1 $19,100 $19,100
10 Surveying (3%) LS 1 $7,200 $7,200
11 Construction Management (6%) LS 1 $14,300 $14,300
$40,600
$278,910
20% $55,790
Jonathan Storm Channel - CIP Project Cost Estimate
Project 4

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $334,700
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $238,310

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

Jonathan Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02P03-12-STN-30010 Lexington St 287 O 24" RCP 45.13 43.42 C02P03-12-STN-30020 Lexington St 252 O 24" RCP 46.28 45.13 C02P03-12-STN-30030 Lexington St 254 O 24" RCP 47.61 46.28 No Upsize No Grade Change No Grade Change
Project 5
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
C02P03-12-STN-30010 Deposits Attached Encrustation (Moderate-2) EA 2 $500 $1,000 C02P03-12-STN-30020 Infiltration Gusher (Severe-5) EA 1 $600 $600 Deposits Settled Debris (Average-3)
Obstruction Pipe Material in Invert (Average-3)
Infiltration Gusher (Severe-5) EA 1 $1,200 $1,200
DAYS 1 $2,000 $2,000
Jonathan Storm Channel - CIP Project Cost Estimate
TOTAL O&M COST $8,900
Traffic Control
Project 5
C02P03-12-STN-30030
FT 252 $16 $4,100
PACE ID Condition Assessment (Severity)
O&M Total

Jonathan Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02P03-12-STN-30040 Lowden St 542 E No Existing Pipe 30" RCP 46.47 44.78 Project 6
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 30" RCP FT 542 $275 $149,060
2 Manhole EA 2 $25,000 $50,000
3 Catch Basin EA 4 $20,000 $80,000
4 Utility Relocation Allowance LS 1 $44,600 $44,600
5 Traffic Control Local Street FT 542 $20 $10,850
6 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 7 Mobilization (10%) LS 1 $37,500 $37,500
8 Miscellaneous Items (10%) LS 1 $41,300 $41,300
9 Engineering and Design (8%) LS 1 $36,300 $36,300
10 Surveying (3%) LS 1 $13,600 $13,600
11 Construction Management (6%) LS 1 $27,200 $27,200
$77,100
$530,410
20% $106,090
Jonathan Storm Channel - CIP Project Cost Estimate
Project 6

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $636,500
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $453,310

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Capital Improvement Program (CIP) Projects
Stanton — Master Plan Update
Appendix G
Stanton Storm Channel

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02P08-02-STN-10000 Dale Ave 15 U 24" RCP 64.15 63.87 30" RCP C02P08-02-STN-10010 Dale Ave 325 U 24" RCP 68.49 68.15 30" RCP C02P08-02-STN-10020 SPRR Easement 392 U 24" RCP 69.07 68.50 30" RCP C02P08-02-STN-10030 SPRR Easement 63 U 24" RCP 69.19 69.08 30" RCP C02P08-02-STN-10040 SPRR Easement 317 U 24" RCP 69.99 69.20 30" RCP C02P08-02-STN-10050 SPRR Easement 314 U 24" RCP 70.79 70.00 30" RCP C02P08-02-STN-10060 SPRR Easement 364 U 24" RCP 71.59 70.80 30" RCP C02P08-02-STN-10070 SPRR Easement 247 U 24" RCP 72.34 71.60 30" RCP C02P08-02-STN-10071 O2 Nursery Easement 182 U 24" RCP 72.59 72.35 30" RCP No Grade Change No Grade Change
Project 7
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 30" RCP FT 2218 $275 $609,860
2 Manhole EA 5 $25,000 $125,000
3 Catch Basin EA 2 $20,000 $40,000
4 Junction Structure EA 3 $12,000 $36,000
5 Utility Relocation Allowance LS 1 $216,300 $216,300
6 Remove 24" RCP FT 2218 $48 $106,450
7 Traffic Control Local Street FT 469 $20 $9,390
8 Traffic Control Arterial Street FT 340 $75 $25,510
9 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 10 Mobilization (10%) LS 1 $120,900 $120,900
11 Miscellaneous Items (10%) LS 1 $133,000 $133,000
12 Engineering and Design (8%) LS 1 $117,000 $117,000
13 Surveying (3%) LS 1 $43,900 $43,900
14 Construction Management (6%) LS 1 $87,800 $87,800
$248,700
$1,711,110
20% $342,230
Stanton Storm Channel - CIP Project Cost Estimate
Project 7

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $2,053,400
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $1,462,410

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02P08-05-STN-10010 Dale Ave 808 E 8'X4' RCB 67.94 66.32 C02P08-05-STN-10020 Dale Ave 652 E 4'x2' RCB 71.24 69.94 C02P08-05-STN-10030 Dale Ave 379 E 3'x2' RCB 72.00 71.24 C02P08-05-STN-20010 Chanticleer Rd 625 E 4'x3' RCB 70.19 68.94 C02P08-05-STN-20020 Chanticleer Rd 300 E 4'x3' RCB 70.79 70.19 C02P08-05-STN-20030 Mac Duff St 911 E 4'x2' RCB 73.61 71.79 C02P08-05-STN-20040 Lola Ave 542 E 3'x2' RCB 74.69 73.61 No Existing Pipe
Project 8
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 3'x2' RCB FT 921 $560 $515,770
2 Install 4'x2' RCB FT 1562 $615 $960,840
3 Install 4'x3' RCB FT 925 $680 $629,070
4 Install 8'x4' RCB FT 808 $1,445 $1,167,490
5 Manhole EA 5 $25,000 $125,000
6 Catch Basin EA 13 $20,000 $260,000
7 Junction Structure EA 3 $12,000 $36,000
8 Utility Relocation Allowance LS 1 $744,810 $744,810
9 Traffic Control Local Street FT 2378 $20 $47,560
10 Traffic Control Arterial Street FT 1839 $75 $137,900 11 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 12 Mobilization (10%) LS 1 $466,500 $466,500
13 Miscellaneous Items (10%) LS 1 $513,100 $513,100
14 Engineering and Design (8%) LS 1 $451,600 $451,600
15 Surveying (3%) LS 1 $169,400 $169,400
16 Construction Management (6%) LS 1 $338,700 $338,700
$959,700
$6,603,740
20% $1,320,750
Stanton Storm Channel - CIP Project Cost Estimate
Project 8
$7,924,500
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $5,644,040

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

SUBTOTAL COST

CONTINGENCY

TOTAL IMPROVEMENTS COST

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02P08-11-STN-10010 Cerritos Ave 66 U Transition 69.69 69.65 Transition C02P08-11-STN-10020 Cerritos Ave 215 U 54" RCP 70.12 69.69 7'x4' RCB C02P08-11-STN-10021 Cerritos Ave 4 U 54" RCP 70.20 70.12 7'x4' RCB C02P08-11-STN-10030 Cerritos Ave 346 U 54" RCP 70.89 70.20 7'x4' RCB C02P08-11-STN-10031 Cerritos Ave 4 U 54" RCP 70.98 70.89 7'x4' RCB C02P08-11-STN-10040 Cerritos Ave 346 U 54" RCP 71.67 70.98 7'x4' RCB C02P08-11-STN-10041 Cerritos Ave 4 U 54" RCP 71.75 71.67 7'x4' RCB C02P08-11-STN-10050 Cerritos Ave 316 U 54" RCP 72.45 71.75 7'x4' RCB C02P08-11-STN-10051 Magnolia Ave 8 U Transition 72.53 72.45 Transition C02P08-11-STN-10060 Magnolia Ave 69 No Improvement 36" RCP 72.67 72.53 C02P08-11-STN-20000 Magnolia Ave 83 No Improvement 48" RCP 72.74 72.53 C02P08-11-STN-20010 Magnolia Ave 561 E 42" RCP 73.98 72.74 C02P08-11-STN-20020 Magnolia Ave 402 E 36" RCP 75.48 74.48 No Existing Pipe
No Upsize
No Grade Change No Grade Change
Project 9
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 36" RCP FT 402 $315 $126,580
2 Install 42" RCP FT 561 $355 $199,000
3 Install 7'x4' RCB FT 1308 $1,210 $1,583,080
4 Manhole EA 5 $25,000 $125,000
5 Catch Basin EA 6 $20,000 $120,000
6 Utility Relocation Allowance LS 1 $805,300 $805,300
7 Remove 54" RCP FT 1308 $95 $124,300
8 Traffic Control Arterial Street FT 2271 $75 $170,310
9 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 10 Mobilization (10%) LS 1 $329,400 $329,400
11 Miscellaneous Items (10%) LS 1 $362,300 $362,300
12 Engineering and Design (8%) LS 1 $318,900 $318,900
13 Surveying (3%) LS 1 $119,600 $119,600
14 Construction Management (6%) LS 1 $239,200 $239,200
$677,700
$4,662,970
20% $932,600
Stanton Storm Channel - CIP Project Cost Estimate

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $5,595,600

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Project 9
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $3,985,270

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02P08-11-STN-1010 Hollenbeck Park 357 E 36" RCP 71.35 70.30 C02P08-11-STN-1020 Hollenbeck Park 464 E 36" RCP 72.75 71.37 No Existing Pipe
Project 10
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 36" RCP FT 822 $315 $258,860
2 Manhole EA 1 $25,000 $25,000
3 Catch Basin EA 1 $20,000 $20,000
4 Utility Relocation Allowance LS 1 $81,000 $81,000
5 Traffic Control Local Street FT 310 $20 $6,200
6 Traffic Control Arterial Street FT 238 $75 $17,870
7 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 8 Mobilization (10%) LS 1 $44,900 $44,900
9 Miscellaneous Items (10%) LS 1 $49,400 $49,400
10 Engineering and Design (8%) LS 1 $43,500 $43,500
11 Surveying (3%) LS 1 $16,300 $16,300
12 Construction Management (6%) LS 1 $32,600 $32,600
$92,400
$635,630
20% $127,130
Stanton Storm Channel - CIP Project Cost Estimate
Project 10

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $762,800
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $543,230

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-18-STN-10010 Western Ave 127 U 48" RCP 50.92 49.60 12'x5' RCB C02S01-18-STN-10011 Western Ave 252 U Double 36" RCP 51.61 50.92 Double 8'x3' RCB C02S01-18-STN-10020 Western Ave 261 U Double 36" RCP 52.97 51.61 Double 8'x3' RCB C02S01-18-STN-10030 Western Ave 152 U Double 36" RCP 53.49 52.97 Double 8'x3' RCB C02S01-18-STN-10031 Western Ave 103 U Double 30" RCP 53.84 53.49 Double 8'x3' RCB C02S01-18-STN-10040 Western Ave 75 U Double 30" RCP 54.10 53.84 Double 8'x3' RCB C02S01-18-STN-10050 Western Ave 112 U Double 30" RCP 55.22 54.10 Double 8'x3' RCB C02S01-18-STN-10060 Western Ave 530 U Double 30" RCP 55.91 55.22 Double 8'x3' RCB C02S01-18-STN-10070 Western Ave 339 U Double 30" RCP 56.61 55.91 Double 8'x3' RCB C02S01-18-STN-10071 Western Ave 209 U Double 30" RCP 57.24 56.61 Double 8'x3' RCB C02S01-18-STN-10072 Western Ave 40 U Double 30" RCP 57.66 57.24 Double 8'x3' RCB 57.41 C02S01-18-STN-10073 Western Ave 64 D 42" RCP 57.71 57.24 C02S01-18-STN-10074 Western Ave 39 D 30" RCP 58.38 57.71 C02S01-18-STN-10075 Western Ave 41 U 42" RCP 58.38 57.94 Double 8'x3' RCB 58.13 57.69 C02S01-18-STN-10076 Western Ave 20 U 42" RCP 57.94 57.66 Double 8'x3' RCB 57.69 57.41 C02S01-18-STN-10077 Western Ave 106 R 30" RCP 58.34 57.66 No Upsize No Grade Change 57.41 C02S01-18-STN-10080 SPRR Easement 445 U 4'x3' TRAP Channel 59.12 58.38 13'x3.75' RECT Channel 58.87 58.13 C02S01-18-STN-10081 SPRR Easement 488 U 4'x3' TRAP Channel 59.93 59.12 13'x3.75' RECT Channel 59.68 58.87 C02S01-18-STN-10082 SPRR Easement 962 U 4'x3' TRAP Channel 61.53 59.93 13'x3.75' RECT Channel 61.28 59.68 C02S01-18-STN-10090 SPRR Easement 572 U 4'x3' TRAP Channel 63.93 61.53 13'x3.5' RECT Channel No Grade Change C02S01-18-STN-50000 SPRR Easement 57 U 4'x3' TRAP Channel 66.18 63.93 13'x3.5' RECT Channel 64.04 C02S01-18-STN-30000 PERR Easement 250 U 24" RCP 63.90 61.57 8'x2' RCB C02S01-18-STN-30010 Rose St 311 U 18" RCP 64.21 63.90 8'x2' RCB C02S01-18-STN-30011 Rose St 130 U 18" RCP 64.34 64.21 8'x2' RCB C02S01-18-STN-30012 Rose St 6 U 18" RCP 64.35 64.34 8'x2' RCB C02S01-18-STN-30020 Rose St 519 U 18" RCP 64.86 64.35 8'x2' RCB C02S01-18-STN-30021 Rose St 4 U 18" RCP 64.87 64.86 8'x2' RCB C02S01-18-STN-30030 Rose St 46 U 18" RCP 64.91 64.87 8'x2' RCB C02S01-18-STN-30031 Rose St 4 U 18" RCP 64.92 64.91 8'x2' RCB Project 11
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed No Grade Change
No Grade Change
No Grade Change
Remove Pipe
No Grade Change
Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 30" RCP FT 106 $275 $29,250
2 Install 8'x2' RCB FT 1270 $1,265 $1,606,400
3 Install Double 8'x3' RCB FT 2133 $2,745 $5,854,790
4 Install 12'x5' RCB FT 127 $2,750 $349,560
5 Install 13'x3.5' Rectangular Channel FT 629 $1,940 $1,219,640 6 Install 13'x3.75' Rectangular Channel FT 1894 $2,060 $3,901,890 7 Manhole EA 14 $25,000 $350,000
8 Catch Basin EA 15 $20,000 $300,000
9 Junction Structure EA 2 $12,000 $24,000
10 Utility Relocation Allowance LS 1 $1,333,000 $1,333,000 11 Remove 18" RCP FT 1020 $40 $40,800
12 Remove 24" RCP FT 250 $48 $12,000
13 Remove 30" RCP FT 145 $55 $8,000
14 Remove Double 30" RCP FT 1368 $110 $150,450
15 Remove Double 30" Steel Pipe FT 40 $110 $4,420
16 Remove Double 36" RCP FT 664 $130 $86,350
17 Remove 42" RCP FT 125 $75 $9,410
18 Remove 48" RCP FT 127 $85 $10,810
19 Remove 4'x3.5' Trapezoidal Channel FT 2523 $275 $692,820 20 Traffic Control Local Street FT 1900 $20 $38,000
21 Traffic Control Arterial Street FT 2470 $75 $185,240 22 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 23 Mobilization (10%) LS 1 $1,624,700 $1,624,700
24 Miscellaneous Items (10%) LS 1 $1,787,200 $1,787,200 25 Engineering and Design (8%) LS 1 $1,572,700 $1,572,700 26 Surveying (3%) LS 1 $589,800 $589,800
27 Construction Management (6%) LS 1 $1,179,600 $1,179,600 $3,342,100
$23,000,830
20% $4,600,170
Stanton Storm Channel - CIP Project Cost Estimate
Project 11
$27,601,000

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $19,658,730

SUBTOTAL COST

CONTINGENCY

TOTAL IMPROVEMENTS COST

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-18-STN-20010 Western Ave 620 U 27" RCP 52.43 50.67 36" RCP No Grade Change No Grade Change Project 12
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 36" RCP FT 620 $315 $195,250
2 Manhole EA 1 $25,000 $25,000
3 Catch Basin EA 2 $20,000 $40,000
4 Utility Relocation Allowance LS 1 $186,400 $186,400
5 Remove 27" RCP FT 620 $50 $31,000
6 Traffic Control Arterial Street FT 620 $75 $46,490
7 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 8 Mobilization (10%) LS 1 $56,500 $56,500
9 Miscellaneous Items (10%) LS 1 $62,100 $62,100
10 Engineering and Design (8%) LS 1 $54,700 $54,700
11 Surveying (3%) LS 1 $20,500 $20,500
12 Construction Management (6%) LS 1 $41,000 $41,000
$116,200
$798,940
20% $159,790
Stanton Storm Channel - CIP Project Cost Estimate
Project 12

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $958,800
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $682,740

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-18-STN-60020 Cerritos Ave 452 E 4'x3' RCB 67.38 66.48 C02S01-18-STN-60030 Cerritos Ave 523 E 4'x3' RCB 68.43 67.38 C02S01-18-STN-60040 Fern Ave 1166 E 36" RCP 70.76 68.43 No Existing Pipe
Project 13
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 36" RCP FT 1166 $315 $367,440
2 Install 4'x3' RCB FT 975 $680 $663,150
3 Manhole EA 5 $25,000 $125,000
4 Catch Basin EA 8 $20,000 $160,000
5 Junction Structure EA 1 $12,000 $12,000
6 Utility Relocation Allowance LS 1 $357,200 $357,200
7 Traffic Control Local Street FT 1166 $20 $23,330
8 Traffic Control Arterial Street FT 975 $75 $73,150
9 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 10 Mobilization (10%) LS 1 $182,200 $182,200
11 Miscellaneous Items (10%) LS 1 $200,400 $200,400
12 Engineering and Design (8%) LS 1 $176,400 $176,400
13 Surveying (3%) LS 1 $66,200 $66,200
14 Construction Management (6%) LS 1 $132,300 $132,300
$374,900
$2,578,770
20% $515,760
Stanton Storm Channel - CIP Project Cost Estimate

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $3,094,600

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Project 13
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $2,203,870

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-18-STN-50010 Beach Blvd 170 U 5'x2.5' RCB 66.35 66.18 24" RCP 65.38 64.04 C02S01-18-STN-50020 Pacific Street 177 U 10" RCP 65.53 65.15 24" RCP 65.74 65.38 Project 14
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 24" RCP FT 347 $235 $81,490
2 Manhole EA 1 $25,000 $25,000
3 Catch Basin EA 3 $20,000 $60,000
4 Utility Relocation Allowance LS 1 $242,500 $242,500
5 Remove 10" RCP FT 177 $35 $6,190
6 Remove 5'x2.5' RCB FT 170 $140 $23,790
7 Traffic Control Local Street FT 177 $20 $3,540
8 Traffic Control Arterial Street FT 170 $150 $25,490
9 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 10 Mobilization (10%) LS 1 $50,800 $50,800
11 Miscellaneous Items (10%) LS 1 $55,900 $55,900
12 Engineering and Design (8%) LS 1 $49,200 $49,200
13 Surveying (3%) LS 1 $18,500 $18,500
14 Construction Management (6%) LS 1 $36,900 $36,900
$104,600
$719,300
20% $143,860
Stanton Storm Channel - CIP Project Cost Estimate

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $863,200

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Project 14
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $614,700

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-19-STN-10000 Western Ave 131 O 24" RCP 53.89 51.07 No Upsize No Grade Change No Grade Change Project 15
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
Deposits Settled Fine (Moderate-2)
Obstruction Trash (Moderate-2)
Obstruction Heavy Trash (Severe-5)
DAYS 1 $2,000 $2,000
Stanton Storm Channel - CIP Project Cost Estimate
TOTAL O&M COST $4,100
Traffic Control
Project 15
C03-28-STN-10020 FT 131 $16 $2,100
PACE ID Condition Assessment (Severity)
O&M Total

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-32-STN-20010 Santa Rosalia St 100 U 42" RCP 53.36 53.06 4'x4' RCB C02S01-32-STN-20020 Santa Rosalia St 145 U 42" RCP 53.82 53.38 4'x4' RCB C02S01-32-STN-20030 Santa Rosalia St 47 U 18" RCP 54.06 53.92 4'x3' RCB C02S01-32-STN-20040 Santa Rosalia St 554 E 4'x3' RCB 55.17 54.06 C02S01-32-STN-20050 Santa Rosalia St 295 E 4'x2' RCB 56.76 56.17 C02S01-32-STN-20060 Santa Rosalia St 294 E 4'x2' RCB 57.35 56.76 No Grade Change
No Existing Pipe
No Grade Change
Project 16
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 4'x2' RCB FT 589 $615 $362,100
2 Install 4'x3' RCB FT 601 $680 $408,900
3 Install 4'x4' RCB FT 246 $830 $203,810
4 Manhole EA 3 $25,000 $75,000
5 Catch Basin EA 6 $20,000 $120,000
6 Utility Relocation Allowance LS 1 $279,300 $279,300
7 Remove 18" RCP FT 47 $40 $1,900
8 Remove 42" RCP FT 246 $75 $18,420
9 Traffic Control Local Street FT 1436 $20 $28,720
10 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 11 Mobilization (10%) LS 1 $153,900 $153,900
12 Miscellaneous Items (10%) LS 1 $169,300 $169,300
13 Engineering and Design (8%) LS 1 $149,000 $149,000
14 Surveying (3%) LS 1 $55,900 $55,900
15 Construction Management (6%) LS 1 $111,700 $111,700
$316,600
$2,177,950
20% $435,590
Stanton Storm Channel - CIP Project Cost Estimate
Project 16
$2,613,600
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $1,861,350

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

SUBTOTAL COST

CONTINGENCY

TOTAL IMPROVEMENTS COST

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-32-STN-10020 Katella Ave 29 U 36" RCP 58.45 58.39 5'x2' RCB C02S01-32-STN-10030 Katella Ave 125 U 36" RCP 58.70 58.45 5'x2' RCB C02S01-32-STN-10031 Katella Ave 57 E 5'x2' RCB 58.81 58.70 C02S01-32-STN-10040 Katella Ave 324 E 5'x2' RCB 59.46 58.81 C02S01-32-STN-10050 Katella Ave 330 E 5'x2' RCB 60.12 59.46 C02S01-32-STN-30010 Cedar St 310 E 3'x2' RCB 60.74 60.12 C02S01-32-STN-30020 Cedar St 330 E 3'x2' RCB 61.40 60.74 C02S01-32-STN-30030 Central Ave 331 E 24" RCP 62.06 61.40 C02S01-32-STN-40010 Date St 640 E 4'x2' RCB 60.09 58.81 No Existing Pipe
No Grade Change No Grade Change
Project 17
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 24" RCP FT 331 $235 $77,740
2 Install 3'x2' RCB FT 640 $560 $358,170
3 Install 4'x2' RCB FT 640 $615 $393,330
4 Install 5'x2' RCB FT 865 $655 $566,800
5 Manhole EA 8 $25,000 $200,000
6 Catch Basin EA 14 $20,000 $280,000
7 Junction Structure EA 3 $12,000 $36,000
8 Utility Relocation Allowance LS 1 $473,800 $473,800
9 Remove 36" RCP FT 155 $65 $10,060
10 Traffic Control Local Street FT 1610 $20 $32,200
11 Traffic Control Arterial Street FT 865 $75 $64,900
12 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 13 Mobilization (10%) LS 1 $253,300 $253,300
14 Miscellaneous Items (10%) LS 1 $278,700 $278,700
15 Engineering and Design (8%) LS 1 $245,200 $245,200
16 Surveying (3%) LS 1 $92,000 $92,000
17 Construction Management (6%) LS 1 $183,900 $183,900
$521,100
$3,586,100
20% $717,220
Stanton Storm Channel - CIP Project Cost Estimate

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $4,303,400
Project 17
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $3,065,000

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-35-STN-10000 Stanton Park 14 U 27" RCP 55.68 55.64 48" RCP C02S01-35-STN-10010 Stanton Park 97 U 27" RCP 55.99 55.68 48" RCP C02S01-35-STN-10011 Stanton Park 39 U 27" RCP 56.12 55.99 48" RCP C02S01-35-STN-10020 Cedar St 300 O 27" RCP 56.42 56.12
C02S01-35-STN-10030 Cedar St 300 O 27" RCP 56.72 56.42
No Upsize
No Grade Change No Grade Change
Project 18
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 48" RCP FT 150 $410 $61,500
2 Manhole EA 1 $25,000 $25,000
3 Utility Relocation Allowance LS 1 $42,900 $42,900
4 Remove 27" RCP FT 150 $50 $7,500
5 Traffic Control Local Street FT 150 $20 $3,000
6 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 7 Mobilization (10%) LS 1 $18,000 $18,000
8 Miscellaneous Items (10%) LS 1 $19,800 $19,800
9 Engineering and Design (8%) LS 1 $17,500 $17,500
10 Surveying (3%) LS 1 $6,600 $6,600
11 Construction Management (6%) LS 1 $13,100 $13,100
$37,200
$254,900
20% $50,980
Unit of
Measure
Estimated
Quantities
Unit Price Item Total
Deposits Settled Fine (Average-3)
Roots Fine Connection (Light-1)
Deposits Attatched Slurry (Average-3)
Obstruction Slurry (Moderate-2)
Deposits Settled Fine (Heavy-4)
Deposits Settled Fine (Average-3)
Obstruction Rocks (Average-3)
DAYS 1 $2,000 $2,000
Stanton Storm Channel - CIP Project Cost Estimate
TOTAL PROJECT $317,600
Traffic Control
PACE ID Condition Assessment (Severity)
O&M Total
TOTAL O&M COST $11,680
$217,700

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $305,880
Project 18
C02S01-35-STN-10020
C02S01-35-STN-10030
FT 300 $16 $4,840
FT 300 $16 $4,840

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Item No. Item Description
Improvements Total

SUBTOTAL (CONSTRUCTION)

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-37-STN-20001 Plaza Way 38 U 30" RCP 61.19 60.35 42" RCP C02S01-37-STN-20002 Plaza Way 259 U 30" RCP 61.91 61.21 42" RCP C02S01-37-STN-20003 Plaza Way 217 U 24" RCP 62.57 61.93 30" RCP 63.55 62.91 C02S01-37-STN-20004 Court St 120 U 24" RCP 62.93 62.58 30" RCP 63.91 63.56 C02S01-37-STN-20005 Court St 252 U 18" RCP 64.17 63.44 24" RCP 65.15 64.42 C02S01-37-STN-20006 Court St 207 R 18" RCP 64.79 64.19 66.25 65.65 C02S01-37-STN-20010 Beach Blvd 36 No Improvement 48" RCP 58.31 58.27 C02S01-37-STN-20020 Beach Blvd 546 No Improvement 48" RCP 59.24 58.31 C02S01-37-STN-20030 Beach Blvd 546 O 6'x3' RCB 60.17 59.24 C02S01-37-STN-20040 Beach Blvd 49 No Improvement 6'x3' RCB 60.35 60.17 C02S01-37-STN-20050 Beach Blvd 308 No Improvement 36" RCP 60.87 60.35 C02S01-37-STN-20060 Beach Blvd 333 No Improvement 36" RCP 63.10 60.87 Project 19
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed No Grade Change No Grade Change
No Upsize No Grade Change No Grade Change
Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 18" RCP FT 207 $205 $42,420
2 Install 24" RCP FT 252 $235 $59,300
3 Install 30" RCP FT 337 $275 $92,800
4 Install 42" RCP FT 298 $355 $105,670
5 Manhole EA 5 $25,000 $125,000
6 Catch Basin EA 21 $20,000 $420,000
7 Junction Structure EA 14 $12,000 $168,000
8 Utility Relocation Allowance LS 1 $249,500 $249,500
9 Remove 18" RCP FT 459 $40 $18,370
10 Remove 24" RCP FT 337 $48 $16,200
11 Remove 30" RCP FT 298 $55 $16,380
12 Traffic Control Local Street FT 1094 $20 $21,890
13 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 14 Mobilization (10%) LS 1 $137,600 $137,600
15 Miscellaneous Items (10%) LS 1 $151,400 $151,400
16 Engineering and Design (8%) LS 1 $133,200 $133,200
17 Surveying (3%) LS 1 $50,000 $50,000
18 Construction Management (6%) LS 1 $99,900 $99,900
$283,100
$1,947,630
20% $389,530
Unit of
Measure
Estimated
Quantities
Unit Price Item Total
Deposits Settled Gravel (Moderate-2)
Deposits Settled Fine (Moderate-2)
Obstruction Rocks (Moderate-2)
DAYS 1 $2,000 $2,000
Stanton Storm Channel - CIP Project Cost Estimate
TOTAL PROJECT $2,348,000
Traffic Control
PACE ID Condition Assessment (Severity)
O&M Total
TOTAL O&M COST $10,810
Project 19
C02S01-37-STN-20030 FT 546 $16 $8,810

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $1,664,530

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $2,337,160

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-49-STN-00010 Monroe Ave 159 O 36" RCP 63.72 63.50 C02S01-49-STN-00020 Monroe Ave 238 O 36" RCP 64.56 63.72 C02S01-49-STN-00030 Monroe Ave 309 No Improvement 36" RCP 65.06 64.56 C02S01-49-STN-00040 Monroe Ave 112 O 36" RCP 66.04 65.06 C02S01-49-STN-00050 Monroe Ave 151 No Improvement 24" RCP 68.03 66.04 No Upsize No Grade Change No Grade Change
Project 20
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
Deposits Settled Fine (Average-3)
Obstruction Debris (Average-3)
Obstruction Trash (Average-3)
Obstruction Trash (Severe-5)
Deposits Settled Fine (Average-3)
Deposits Settled Fine (Moderate-2)
Crack Multiple (Average-3) EA 1 $1,500 $1,500
C02S01-49-STN-00040 Obstruction Trash (Average-3) FT 112 $16 $1,800 DAYS 1 $2,000 $2,000
Stanton Storm Channel - CIP Project Cost Estimate
TOTAL O&M COST $11,700
Traffic Control
FT 238 $16 $3,810
C02S01-49-STN-00020
Project 20
C02S01-49-STN-00010 FT 159 $16 $2,550
PACE ID Condition Assessment (Severity)
O&M Total

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-49-STN-10000* Monroe Ave 71 N/A 36" RCP 62.69 62.45 C02S01-49-STN-10010* Monroe Ave 331 N/A 36" RCP 62.81 62.69 C02S01-49-STN-10020* Monroe Ave 159 N/A 36" RCP 63.08 62.81 C02S01-49-STN-10030* Monroe Ave 193 N/A 30" RCP 63.15 63.08 C02S01-49-STN-10040* Monroe Ave 270 N/A Double 24" RCP 63.81 63.15 C02S01-49-STN-10050* Monroe Ave 74 N/A Double 24" RCP 64.04 63.81 C02S01-49-STN-10060* Monroe Ave 49 N/A 24" RCP 64.17 64.04 C02S01-49-STN-10070* Monroe Ave 335 N/A 15" RCP 64.58 64.17 C02S01-49-STN-30010* Court Ave 217 N/A Double 24" RCP 64.69 64.04 C02S01-49-STN-30020* Court Ave 160 N/A 18" & 24" RCP 65.12 64.69 * Project contains flooding and O&M deficiencies, needs future study to recommend improvement To be completed in a future study
Project 21
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Engineering and Design LS 1 $109,650 $109,650
2 Surveying LS 1 $84,950 $84,950
3 Potholing EA 10 $5,000 $50,000
$244,600
20% $48,920
$293,520
Notes:

Project 21 cost estimate is for a preliminary engineering and constraints study

CONTINGENCY

TOTAL IMPROVEMENTS COST
Stanton Storm Channel - CIP Project Cost Estimate
Project 21
Item No. Item Description
Improvements Total

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

Stanton Storm Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C02S01-54-STN-10000 Stanton Energy Reliability Center 155 U 36" RCP 64.23 63.87 48" RCP C02S01-54-STN-10001 Stanton Energy Reliability Center 258 U 36" RCP 64.78 64.23 48" RCP C02S01-54-STN-10010 Stanton Energy Reliability Center 225 O 36" RCP 65.26 64.78 No Upsize C02S01-54-STN-10020 Pacific Street 237 U 24" RCP 65.58 65.26 36" RCP C02S01-54-STN-10030 Pacific Street 100 U 24" RCP 65.68 65.58 36" RCP C02S01-54-STN-10040 Pacific Street 224 O 24" RCP 66.87 65.68 C02S01-54-STN-10050 Pacific Street 78 O 24" RCP 67.29 66.87 No Upsize
No Grade Change No Grade Change
Project 22
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 36" RCP FT 336 $315 $105,960
2 Install 48" RCP FT 413 $410 $169,460
3 Manhole EA 1 $25,000 $25,000
4 Catch Basin EA 1 $20,000 $20,000
5 Junction Structure EA 1 $12,000 $12,000
6 Utility Relocation Allowance LS 1 $89,500 $89,500
7 Remove 24" RCP FT 336 $48 $16,150
8 Remove 36" RCP FT 413 $65 $26,870
9 Traffic Control Local Street FT 750 $20 $15,000
10 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 11 Mobilization (10%) LS 1 $52,000 $52,000
12 Miscellaneous Items (10%) LS 1 $57,200 $57,200
13 Engineering and Design (8%) LS 1 $50,400 $50,400
14 Surveying (3%) LS 1 $18,900 $18,900
15 Construction Management (6%) LS 1 $37,800 $37,800
$107,100
$736,240
20% $147,250
Unit of
Measure
Estimated
Quantities
Unit Price Item Total
C02S01-54-STN-10010 Obstruction Trash (Moderate -2) FT 224.85 $16 $3,630 C02S01-54-STN-10040 Deposits Settled Fine (Average-3) FT 224.01 $16 $3,620 C02S01-54-STN-10050 Deposits Settled Fine (Average-3) FT 78.12 $16 $1,270 DAYS 1 $2,000 $2,000
Stanton Storm Channel - CIP Project Cost Estimate
$10,520

SUBTOTAL COST

CONTINGENCY
TOTAL PROJECT $894,100
TOTAL IMPROVEMENTS COST $883,490
PACE ID Condition Assessment (Severity)
O&M Total

TOTAL O&M COST
Traffic Control
Project 22

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $629,140
Capital Improvement Program (CIP) Projects
Stanton — Master Plan Update
Appendix G
Anaheim-Barber City Channel

Anaheim-Barber City Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C03-28-STN-10010 Anaheim-Barber City Channel 55 No Improvement 36" RCP 55.70 51.30 C03-28-STN-10011 Shadow Ln 176 No Improvement 36" RCP 56.05 55.70 C03-28-STN-10020 Briarwood St 369 O 36" RCP 56.87 56.05 C03-28-STN-10030 Stanton Square/SmokeTree 181 O 36" RCP 58.82 56.87 No Upsize
Project 23
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed No Grade Change No Grade Change
Unit of
Measure
Estimated
Quantities
Unit Price Item Total
Deposits Settled Gravel (Moderate-2)
Obstruction Debris (Average-3)
Deposits Settled Fine (Average-3)
Obstruction Rocks (Average-3)
Hole (Severe-5) EA 1 $3,000 $3,000
Deposits Settled Fine (Average-3)
Obstruction Debris (Average-3)
DAYS 1 $2,000 $2,000
Condition Assessment (Severity)
Anaheim-Barber City Channel - CIP Project Cost Estimate O&M Total
TOTAL O&M COST $13,900
Traffic Control
Project 23
C03-28-STN-10030
C03-28-STN-10020
FT 369 $16 $6,000
FT 181 $16 $2,900

PACE ID

Anaheim-Barber City Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C03P04-01-STN-00001 Santa Rosalia St 151 E No Existing Pipe 30" RCP 52.01 51.71 Project 24
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 30" RCP FT 151 $275 $41,580
2 Manhole EA 1 $25,000 $25,000
3 Catch Basin EA 4 $20,000 $80,000
4 Utility Relocation Allowance LS 1 $11,900 $11,900
5 Traffic Control Local Street FT 151 $20 $3,030
6 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 7 Mobilization (10%) LS 1 $20,200 $20,200
8 Miscellaneous Items (10%) LS 1 $22,200 $22,200
9 Engineering and Design (8%) LS 1 $19,600 $19,600
10 Surveying (3%) LS 1 $7,400 $7,400
11 Construction Management (6%) LS 1 $14,700 $14,700
$41,700
$285,610
20% $57,130
Anaheim-Barber City Channel - CIP Project Cost Estimate Project 24

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $342,800
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $243,910

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

Anaheim-Barber City Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C03P04-01-STN-10000 Beach Blvd 1174 U 24" RCP 60.64 57.82 4'x2' RCB C03P04-01-STN-10010 Beach Blvd 130 U 18" RCP 60.80 60.64 4'x2' RCB No Grade Change No Grade Change
Project 25
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 4'x2' RCB FT 1304 $615 $801,810
2 Manhole EA 4 $25,000 $100,000
3 Catch Basin EA 2 $20,000 $40,000
4 Junction Structure EA 3 $12,000 $36,000
5 Utility Relocation Allowance LS 1 $251,160 $251,160
6 Remove 18" RCP FT 130 $40 $5,210
7 Remove 24" RCP FT 1174 $48 $56,340
8 Traffic Control Arterial Street FT 1304 $150 $195,570 9 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 10 Mobilization (10%) LS 1 $152,700 $152,700
11 Miscellaneous Items (10%) LS 1 $167,900 $167,900
12 Engineering and Design (8%) LS 1 $147,800 $147,800
13 Surveying (3%) LS 1 $55,500 $55,500
14 Construction Management (6%) LS 1 $110,900 $110,900
$314,200
$2,160,890
20% $432,180
Anaheim-Barber City Channel - CIP Project Cost Estimate

SUBTOTAL COST

CONTINGENCY
TOTAL IMPROVEMENTS COST $2,593,100

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Project 25
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $1,846,690

Anaheim-Barber City Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C03P17-04-STN-10101 Garden Grove Blvd 429 No Improvement 66" RCP 40.61 39.32 C03P17-04-STN-10110 Garden Grove Blvd 336 O 66" RCP 42.54 40.61 C03P17-04-STN-10120 Garden Grove Blvd 296 No Improvement 66" RCP 42.95 42.54 No Upsize No Grade Change No Grade Change
Project 26
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
Deposits Attached Encrustation (Moderate-2) EA 2 $500 $1,000 Deposits Settled Gravel (Average-3) FT 336 $16 $5,390
DAYS 1 $2,000 $2,000
$8,400
Anaheim-Barber City Channel - CIP Project Cost Estimate

TOTAL O&M COST
Traffic Control
Project 26
C03P17-04-STN-10110
PACE ID Condition Assessment (Severity)
O&M Total

Anaheim-Barber City Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C03P17-04-STN-20020 Village Center Dr 379 No Improvement 51" RCP 44.75 43.61 C03P17-04-STN-20030 Village Center Dr 394 No Improvement 51" RCP 45.88 44.77 C03P17-04-STN-20040 Village Center Dr 364 No Improvement 45" RCP 47.46 46.39 C03P17-04-STN-20060 Village Center Dr 218 No Improvement 45" RCP 48.12 47.48 C03P17-04-STN-20070 Beach Blvd 15 U 24" RCP 53.37 48.39 30" RCP 51.37 C03P17-04-STN-20080 Beach Blvd 116 U 24" RCP 53.81 53.37 30" RCP 51.81 51.37 No Upsize No Grade Change No Grade Change
Project 27
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 30" RCP FT 131 $275 $36,030
2 Manhole EA 1 $25,000 $25,000
3 Catch Basin EA 3 $20,000 $60,000
4 Utility Relocation Allowance LS 1 $150,000 $150,000
5 Remove 24" RCP FT 131 $48 $6,290
6 Traffic Control Arterial Street FT 131 $150 $19,650
7 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 8 Mobilization (10%) LS 1 $33,700 $33,700
9 Miscellaneous Items (10%) LS 1 $37,100 $37,100
10 Engineering and Design (8%) LS 1 $32,700 $32,700
11 Surveying (3%) LS 1 $12,300 $12,300
12 Construction Management (6%) LS 1 $24,500 $24,500
$69,500
$477,270
20% $95,460
$573,000
Anaheim-Barber City Channel - CIP Project Cost Estimate Project 27

SUBTOTAL COST

CONTINGENCY

TOTAL IMPROVEMENTS COST
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $407,770

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)

Anaheim-Barber City Channel - Proposed Improvements
Pipe Size UP_ELEV (ft) DN_ELEV (ft) Pipe Size UP_ELEV (ft) DN_ELEV (ft) C03S04-02-STN-00020 Residential Easement 111 No Improvement 8'x5' RCB 53.48 53.26 53.48 53.26 C03S04-02-STN-20000 Residential Easement 131 No Improvement 5'x3' RCB 53.74 53.48 53.74 53.48 C03S04-02-STN-20001 Santa Rosalia St 665 E 30" RCP 55.17 53.74 No Upsize
No Existing Pipe
Project 28
PACE_ID Street Name/Easement Pipe Length (ft) Recommendation Existing Proposed Unit of
Measure
Estimated
Quantities
Unit Price Item Total
1 Install 30" RCP FT 665 $275 $182,940
2 Manhole EA 2 $25,000 $50,000
3 Catch Basin EA 6 $20,000 $120,000
4 Junction Structure EA 2 $12,000 $24,000
5 Utility Relocation Allowance LS 1 $59,700 $59,700
6 Traffic Control Local Street FT 665 $20 $13,310
7 Prepare Storm Water Pollution Prevention Plan LS 1 $40,000 $40,000 8 Mobilization (10%) LS 1 $49,000 $49,000
9 Miscellaneous Items (10%) LS 1 $53,900 $53,900
10 Engineering and Design (8%) LS 1 $47,500 $47,500
11 Surveying (3%) LS 1 $17,800 $17,800
12 Construction Management (6%) LS 1 $35,600 $35,600
$100,900
$693,750
20% $138,750
$832,500
Anaheim-Barber City Channel - CIP Project Cost Estimate Project 28

SUBTOTAL COST

CONTINGENCY

TOTAL IMPROVEMENTS COST
Item No. Item Description
Improvements Total
SUBTOTAL (CONSTRUCTION) $592,850

SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION)
Appendix H
Appendix
H
– CIP Prioritization Calculations
Prioritization Data/Calculations
Stanton — Master Plan Update
Appendix H
Jonathan Storm Channel
PACE_ID Roadway/Easement Available CCTV Data? Recommendation CCTV Inspection (15% Weight)
Depth of Flooding
(40% Weight)
Known Flooded Areas
(20% Weight)
D/S to U/S Prioritization
(20% Weight)
Proximity to Critical Infrastructure
(5% Weight)
Final Weighted
Ranking
Project Weighted
Prioritization
C02P03-03-STN-10010 Knott Ave Yes O 5 1 1 5 1 240 2
C02P03-03-STN-10020 Knott Ave Yes No Improvements 1 1 1 4 1 160 4 C02P03-03-STN-10030 Knott Ave Yes O 3 1 1 4 1 190 3
C02P03-03-STN-10031 Knott Ave Yes O 3 1 1 3 1 170 4
C02P03-03-STN-10032 Knott Ave Yes O 3 1 1 3 1 170 4
C02P03-03-STN-10040 Knott Ave Yes O 5 1 1 3 1 200 3
C02P03-12-STN-10020 Cerritos Ave No U 3 1 1 5 3 220 3
C02P03-12-STN-10100 Cerritos Ave No R 3 1 1 3 3 180 4
C02P03-12-STN-10110 Western Ave to Cerritos Ave No R 3 1 1 3 3 180 4 C02P03-12-STN-10120 Western Ave Yes R 2 1 1 3 3 165 4
C02P03-12-STN-10130 Western Ave Yes R 1 1 1 2 1 120 4
C02P03-12-STN-40020 Cody Dr Yes U 1 1 1 2 1 120 4
C02P03-12-STN-40030 Cody Dr Yes U 2 1 1 2 1 135 4
C02P03-12-STN-40040 Cody Dr Yes U 1 5 1 1 1 260 2
C02P03-12-STN-40041 Hickock Rd Yes R 3 5 1 1 1 290 2
C02P03-12-STN-40050 Cody Dr Yes U 1 5 1 1 1 260 2
C02P03-12-STN-40051 Cody Dr No E 3 5 1 1 1 290 2
C02P03-12-STN-20030 Knott Ave No E 3 4 1 5 3 340 2
C02P03-12-STN-30010 Lexington St Yes O 2 1 1 5 3 205 3
C02P03-12-STN-30020 Lexington St Yes O 5 1 1 4 3 230 3
C02P03-12-STN-30030 Lexington St Yes O 5 1 1 2 3 190 3
C02P03-12-STN-30040 Lowden St No E 3 4 1 4 3 320 2
C02P03-03-STN-20010 Bell St to Knott Ave No No Improvements 3 1 1 5 1 210 3 C02P03-03-STN-20011 Bell St to Knott Ave No No Improvements 3 1 1 5 1 210 3 C02P03-03-STN-20020 Bell St to Knott Ave No No Improvements 3 1 1 5 1 210 3 C02P03-03-STN-20021 Bell St to Knott Ave No No Improvements 3 1 1 3 1 170 4 C02P03-03-STN-20030 Bell St to Knott Ave No No Improvements 3 1 1 3 1 170 4 C02P03-12-STN-10021 Cerritos Ave No No Improvements 3 1 1 5 3 220 3 C02P03-12-STN-10030 Cerritos Ave No No Improvements 3 1 1 5 3 220 3 C02P03-12-STN-10040 Cerritos Ave No No Improvements 3 1 1 4 3 200 3 C02P03-12-STN-10050 Cerritos Ave No No Improvements 3 1 1 4 3 200 3 C02P03-12-STN-10060 Cerritos Ave No No Improvements 3 1 1 4 3 200 3 C02P03-12-STN-10070 Cerritos Ave No No Improvements 3 1 1 3 3 180 4 C02P03-12-STN-10080 Cerritos Ave No No Improvements 3 1 1 3 3 180 4 C02P03-12-STN-10090 Cerritos Ave No No Improvements 3 1 1 3 3 180 4 C02P03-12-STN-10081 Ramblewood Dr No No Improvements 3 1 1 3 3 180 4 C02P03-12-STN-10082 Ramblewood Dr No No Improvements 3 1 1 3 3 180 4 C02P03-12-STN-10083 Ramblewood Dr No No Improvements 3 1 1 2 3 160 4 Jonathan Storm Channel - Prioritization Data/Calculations Project 6
No Associated Project or Improvements
Project 1
Project 2
Project 4
Project 3
Project 5
Prioritization Data/Calculations
Stanton — Master Plan Update
Appendix H
Stanton Storm Channel
PACE_ID Roadway/Easement Available CCTV Data? Recommendation CCTV Inspection (15% Weight)
Depth of Flooding
(40% Weight)
Known Flooded Areas
( 20% Weight)
D/S to U/S Prioritization
(20% Weight)
Proximity to Critical Infrastructure
(5% Weight)
Final Weighted
Ranking
Project Weighted
Prioritization
C02P08-02-STN-10000 Dale Ave No U 3 1 1 5 5 230 3
C02P08-02-STN-10010 Dale Ave No U 3 1 1 5 5 230 3
C02P08-02-STN-10020 SPRR Easement No U 3 1 1 5 5 230 3
C02P08-02-STN-10030 SPRR Easement No U 3 1 1 4 5 210 3
C02P08-02-STN-10040 SPRR Easement No U 3 4 1 4 5 330 2
C02P08-02-STN-10050 SPRR Easement No U 3 5 1 3 5 350 2
C02P08-02-STN-10060 SPRR Easement No U 3 5 1 2 5 330 2
C02P08-02-STN-10070 SPRR Easement No U 3 5 1 1 5 310 2
C02P08-02-STN-10071 O2 Nursery Easement No U 3 5 1 1 5 310 2 C02P08-05-STN-10010 Dale Ave No E 3 4 1 5 5 350 2
C02P08-05-STN-10020 Dale Ave No E 3 4 1 4 5 330 2
C02P08-05-STN-10030 Dale Ave No E 3 1 1 3 3 180 4
C02P08-05-STN-20010 Chanticleer Rd No E 3 4 1 4 5 330 2 C02P08-05-STN-20020 Chanticleer Rd No E 3 4 1 3 5 310 2 C02P08-05-STN-20030 Mac Duff St No E 3 4 1 2 5 290 2
C02P08-05-STN-20040 Lola Ave No E 3 4 1 1 3 260 2
C02P08-11-STN-10010 Cerritos Ave No U 3 1 3 5 5 270 2
C02P08-11-STN-10020 Cerritos Ave No U 3 1 3 5 5 270 2
C02P08-11-STN-10021 Cerritos Ave No U 3 1 3 5 5 270 2
C02P08-11-STN-10030 Cerritos Ave No U 3 1 3 5 5 270 2
C02P08-11-STN-10031 Cerritos Ave No U 3 1 3 4 5 250 2
C02P08-11-STN-10040 Cerritos Ave No U 3 1 3 4 5 250 2
C02P08-11-STN-10041 Cerritos Ave No U 3 1 3 3 1 210 3
C02P08-11-STN-10050 Cerritos Ave No U 3 5 3 3 1 370 1
C02P08-11-STN-10051 Magnolia Ave No U 3 5 3 3 1 370 1
C02P08-11-STN-10060 Magnolia Ave No No Improvement 3 5 3 3 1 370 1 C02P08-11-STN-20000 Magnolia Ave No No Improvement 3 4 3 3 1 330 2 C02P08-11-STN-20010 Magnolia Ave No E 3 4 3 2 3 320 2
C02P08-11-STN-20020 Magnolia Ave No E 3 4 3 1 3 300 2
C02P08-11-STN-1010 Hollenbeck Park No E 3 4 5 5 5 430 1 C02P08-11-STN-1020 Hollenbeck Park No E 3 4 5 3 5 390 1 C02S01-18-STN-10010 Western Ave Yes U 1 1 3 5 5 240 2
C02S01-18-STN-10011 Western Ave Yes U 2 1 3 5 5 255 2
C02S01-18-STN-10020 Western Ave Yes U 1 1 3 5 5 240 2
C02S01-18-STN-10030 Western Ave Yes U 1 1 3 5 3 230 3
C02S01-18-STN-10031 Western Ave Yes U 1 1 3 5 3 230 3
C02S01-18-STN-10040 Western Ave Yes U 3 1 3 5 3 260 2
C02S01-18-STN-10050 Western Ave Yes U 2 1 3 5 3 245 2
C02S01-18-STN-10060 Western Ave Yes U 5 5 3 5 3 450 1
C02S01-18-STN-10070 Western Ave Yes U 2 5 3 5 3 405 1
C02S01-18-STN-10071 Western Ave Yes U 2 5 3 4 3 385 1
C02S01-18-STN-10072 Western Ave Yes U 3 5 5 4 3 440 1
C02S01-18-STN-10073 Western Ave No D 5 5 5 4 3 470 1
C02S01-18-STN-10074 Western Ave No D 5 5 5 4 3 470 1
C02S01-18-STN-10075 Western Ave Yes U 1 5 5 4 3 410 1
C02S01-18-STN-10076 Western Ave Yes U 1 5 5 4 3 410 1
C02S01-18-STN-10077 Western Ave Yes R 4 5 3 4 3 415 1
C02S01-18-STN-10080 SPRR Easement No U 3 5 5 4 3 440 1
C02S01-18-STN-10081 SPRR Easement No U 3 5 5 4 5 450 1
C02S01-18-STN-10082 SPRR Easement No U 3 5 5 4 5 450 1
C02S01-18-STN-10090 SPRR Easement No U 3 5 5 3 5 430 1
C02S01-18-STN-50000 SPRR Easement No U 3 1 3 3 5 230 3
C02S01-18-STN-30000 PERR Easement Yes U 1 5 3 3 5 360 1 C02S01-18-STN-30010 Rose St Yes U 1 5 3 3 5 360 1
C02S01-18-STN-30011 Rose St No U 3 5 3 2 5 370 1
C02S01-18-STN-30012 Rose St No U 3 5 3 2 5 370 1
Stanton Storm Channel - Prioritization Data/Calculations Project 7
Project 8
Project 9
Project 10
Project 11
PACE_ID Roadway/Easement Available CCTV Data? Recommendation CCTV Inspection (15% Weight)
Depth of Flooding
(40% Weight)
Known Flooded Areas
( 20% Weight)
D/S to U/S Prioritization
(20% Weight)
Proximity to Critical Infrastructure
(5% Weight)
Final Weighted
Ranking
Project Weighted
Prioritization
Stanton Storm Channel - Prioritization Data/Calculations C02S01-18-STN-30020 Rose St No U 3 5 3 2 5 370 1
C02S01-18-STN-30021 Rose St No U 3 5 3 1 5 350 2
C02S01-18-STN-30030 Rose St No U 3 5 3 1 5 350 2
C02S01-18-STN-30031 Rose St No U 3 5 3 1 5 350 2
C02S01-18-STN-20010 Western Ave Yes U 3 1 1 5 5 230 3
C02S01-18-STN-60020 Cerritos Ave No E 3 4 3 2 5 330 2
C02S01-18-STN-60030 Cerritos Ave No E 3 4 3 1 5 310 2
C02S01-18-STN-60040 Fern Ave No E 3 4 3 1 5 310 2
C02S01-18-STN-50010 Beach Blvd No U 3 1 3 3 5 230 3
C02S01-18-STN-50020 Pacific Street Yes U 3 5 3 2 5 370 1 C02S01-19-STN-10000 Western Ave Yes O 5 1 1 5 5 260 2
C02S01-32-STN-20010 Santa Rosalia St Yes U 2 1 1 5 5 215 3 C02S01-32-STN-20020 Santa Rosalia St Yes U 1 1 1 5 5 200 3 C02S01-32-STN-20030 Santa Rosalia St Yes U 1 5 1 5 5 360 1 C02S01-32-STN-20040 Santa Rosalia St No E 3 5 1 4 5 370 1 C02S01-32-STN-20050 Santa Rosalia St No E 3 4 1 3 5 310 2 C02S01-32-STN-20060 Santa Rosalia St No E 3 4 1 2 5 290 2 C02S01-32-STN-10020 Katella Ave No U 5 3 1 4 5 320 2
C02S01-32-STN-10030 Katella Ave No U 5 3 1 4 5 320 2
C02S01-32-STN-10031 Katella Ave No E 3 5 1 4 5 370 1
C02S01-32-STN-10040 Katella Ave No E 3 5 1 4 5 370 1
C02S01-32-STN-10050 Katella Ave No E 3 4 1 3 5 310 2
C02S01-32-STN-30010 Cedar St No E 3 4 1 2 5 290 2
C02S01-32-STN-30020 Cedar St No E 3 4 1 2 5 290 2
C02S01-32-STN-30030 Central Ave No E 3 1 1 1 5 150 4
C02S01-32-STN-40010 Date St No E 3 4 1 4 5 330 2
C02S01-35-STN-10000 Stanton Park No U 3 1 1 5 5 230 3
C02S01-35-STN-10010 Stanton Park No U 3 1 1 5 5 230 3
C02S01-35-STN-10011 Stanton Park Yes U 3 1 1 5 5 230 3
C02S01-35-STN-10020 Cedar St Yes O 3 1 1 5 5 230 3
C02S01-35-STN-10030 Cedar St Yes O 4 1 1 2 5 185 3
C02S01-37-STN-20001 Plaza Way No U 3 1 1 3 1 170 4
C02S01-37-STN-20002 Plaza Way No U 3 1 1 3 3 180 4
C02S01-37-STN-20003 Plaza Way No U 3 5 1 2 3 320 2
C02S01-37-STN-20004 Court St No U 3 5 1 2 3 320 2
C02S01-37-STN-20005 Court St No U 3 5 1 1 3 300 2
C02S01-37-STN-20006 Court St No R 3 5 1 1 3 300 2
C02S01-37-STN-20010 Beach Blvd No No Improvement 3 1 1 5 5 230 3 C02S01-37-STN-20020 Beach Blvd No No Improvement 3 1 1 5 5 230 3 C02S01-37-STN-20030 Beach Blvd Yes O 2 1 1 4 1 175 4
C02S01-37-STN-20040 Beach Blvd No No Improvement 3 1 1 3 1 170 4 C02S01-37-STN-20050 Beach Blvd No No Improvement 3 1 1 3 1 170 4 C02S01-37-STN-20060 Beach Blvd No No Improvement 3 1 1 1 1 130 4 C02S01-49-STN-00010 Monroe Ave Yes O 5 1 1 5 5 260 2
C02S01-49-STN-00020 Monroe Ave Yes O 3 1 1 5 5 230 3
C02S01-49-STN-00030 Monroe Ave Yes No Improvement 1 1 1 3 5 160 4 C02S01-49-STN-00040 Monroe Ave Yes O 3 1 1 2 5 170 4
C02S01-49-STN-00050 Monroe Ave Yes No Improvement 1 1 1 1 5 120 4 C02S01-49-STN-10000* Monroe Ave Yes N/A 5 1 3 5 5 300 2 C02S01-49-STN-10010* Monroe Ave Yes N/A 2 1 3 5 5 255 2 C02S01-49-STN-10020* Monroe Ave Yes N/A 3 1 3 4 5 250 2 Project 12
Project 13
Project 14
Project 15
Project 16
Project 17
Project 18
Project 19
Project 20
Project 21
PACE_ID Roadway/Easement Available CCTV Data? Recommendation CCTV Inspection (15% Weight)
Depth of Flooding
(40% Weight)
Known Flooded Areas
( 20% Weight)
D/S to U/S Prioritization
(20% Weight)
Proximity to Critical Infrastructure
(5% Weight)
Final Weighted
Ranking
Project Weighted
Prioritization
Stanton Storm Channel - Prioritization Data/Calculations C02S01-49-STN-10030* Monroe Ave Yes N/A 3 2 3 4 5 290 2 C02S01-49-STN-10040* Monroe Ave Yes N/A 3 5 3 3 5 390 1 C02S01-49-STN-10050* Monroe Ave Yes N/A 3 5 3 2 5 370 1 C02S01-49-STN-10060* Monroe Ave Yes N/A 3 5 3 2 5 370 1 C02S01-49-STN-10070* Monroe Ave Yes N/A 4 5 3 2 5 385 1 C02S01-49-STN-30010* Court Ave Yes N/A 4 5 5 2 5 425 1
C02S01-49-STN-30020* Court Ave Yes N/A 4 5 5 1 5 405 1
C02S01-54-STN-10000 Stanton Energy Reliability Center Yes U 4 1 5 5 5 325 2 C02S01-54-STN-10001 Stanton Energy Reliability Center Yes U 3 1 5 5 5 310 2 C02S01-54-STN-10010 Stanton Energy Reliability Center Yes O 4 1 5 4 5 305 2 C02S01-54-STN-10020 Pacific Street Yes U 3 1 5 3 5 270 2 C02S01-54-STN-10030 Pacific Street Yes U 2 2 5 2 5 275 2 C02S01-54-STN-10040 Pacific Street Yes O 3 2 5 2 5 290 2 C02S01-54-STN-10050 Pacific Street Yes O 3 2 5 1 5 270 2 C02S01-18-STN-40010 Beach Blvd No No Improvement 3 1 3 3 5 230 3 C02S01-18-STN-40011 Beach Blvd No No Improvement 3 1 3 2 5 210 3 C02S01-18-STN-40020 Beach Blvd No No Improvement 3 1 3 2 5 210 3 C02S01-18-STN-40021 Beach Blvd No No Improvement 3 1 3 2 3 200 3 C02S01-18-STN-40022 Beach Blvd No No Improvement 3 1 3 1 3 180 4 C02S01-18-STN-40023 Beach Blvd No No Improvement 3 1 3 1 1 170 4 C02S01-18-STN-40024 Beach Blvd No No Improvement 3 1 3 1 1 170 4 C02S01-18-STN-60000 Cerritos Ave No No Improvement 3 1 3 2 3 200 3 C02S01-18-STN-60010 Cerritos Ave No No Improvement 3 1 3 2 5 210 3 C02S01-37-STN-10000 Beach Blvd No No Improvement 3 1 5 5 5 310 2 C02S01-37-STN-10010 Beach Blvd No No Improvement 3 1 5 5 5 310 2 C02S01-37-STN-10011 Beach Blvd No No Improvement 3 1 5 4 5 290 2 C02S01-37-STN-10020 Beach Blvd No No Improvement 3 1 5 4 5 290 2 C02S01-37-STN-10021 Katella Ave No No Improvement 3 1 5 3 5 270 2 C02S01-37-STN-10030 Katella Ave No No Improvement 3 1 5 2 5 250 2 C02S01-37-STN-10040 Katella Ave No No Improvement 3 1 5 1 5 230 3 C02S01-45-STN-10000 Katella Ave No No Improvement 3 1 1 5 5 230 3 C02S01-45-STN-10010 Katella Ave No No Improvement 3 1 1 5 5 230 3 C02S01-45-STN-10020 Katella Ave No No Improvement 3 1 1 4 5 210 3 C02S01-45-STN-10040 Katella Ave No No Improvement 3 1 1 2 5 170 4 C02S01-45-STN-10041 Dale Ave No No Improvement 3 1 1 1 5 150 4 C02S01-46-STN-20010 Katella Ave No No Improvement 3 1 1 5 5 230 3 C02S01-48-STN-10000 Boatman Ave No No Improvement 3 1 1 5 5 230 3 *Further study of system required to reduce flooding
No Associated Project or Improvements
Project 22
Prioritization Data/Calculations
Stanton — Master Plan Update
Appendix H
Anaheim-Barber City Channel
PACE_ID Roadway/Easement Available CCTV Data? Recommendation CCTV Inspection (15% Weight)
Depth of Flooding
(40% Weight)
Known Flooded Areas
(20% Weight)
D/S to U/S Prioritization
(20% Weight)
Proximity to Critical Infrastructure
(5% Weight)
Final Weighted
Ranking
Project Weighted
Prioritization
C03-28-STN-10010 Anaheim-Barber City Channel No No Improvement 3 1 1 5 1 210 3 C03-28-STN-10011 Shadow Ln Yes No Improvement 1 1 1 5 1 180 4 C03-28-STN-10020 Briarwood St Yes O 5 1 1 4 1 220 3
C03-28-STN-10030 Stanton Square/SmokeTree Yes O 3 1 1 2 1 150 4 C03P04-01-STN-00001 Santa Rosalia St No E 3 4 5 5 5 430 1 C03P04-01-STN-10000 Beach Blvd No U 3 5 3 5 3 420 1
C03P04-01-STN-10010 Beach Blvd No U 3 5 3 1 1 330 2
C03P05-06-STN-10000 Lampson Ave No U 3 1 1 5 1 210 3
C03P05-06-STN-10010 Lampson Ave No U 3 1 1 5 1 210 3
C03P05-06-STN-10011 Lampson Ave No U 3 1 1 5 1 210 3
C03P05-06-STN-10020 Lampson Ave No U 3 1 1 5 3 220 3
C03P05-06-STN-10021 Lampson Ave No U 3 1 1 3 3 180 4
C03P05-06-STN-00030 Lampson Ave No U 3 1 1 3 3 180 4
C03P17-04-STN-10101 Garden Grove Blvd Yes No Improvement 1 1 1 4 3 170 4 C03P17-04-STN-10110 Garden Grove Blvd Yes O 3 1 1 3 3 180 4 C03P17-04-STN-10120 Garden Grove Blvd Yes No Improvement 1 1 1 2 3 130 4 C03P17-04-STN-20020 Village Center Dr No No Improvement 3 1 1 5 1 210 3 C03P17-04-STN-20030 Village Center Dr No No Improvement 3 1 1 4 1 190 3 C03P17-04-STN-20040 Village Center Dr No No Improvement 3 1 1 3 1 170 4 C03P17-04-STN-20060 Village Center Dr No No Improvement 3 1 1 2 1 150 4 C03P17-04-STN-20070 Beach Blvd No U 3 1 1 1 1 130 4
C03P17-04-STN-20080 Beach Blvd No U 3 1 1 1 1 130 4
C03S04-02-STN-00020 Residential Easement No No Improvement 3 1 3 5 5 270 2 C03S04-02-STN-20000 Residential Easement No No Improvement 3 1 3 5 5 270 2 C03S04-02-STN-20001 Santa Rosalia St No E 3 4 3 4 5 370 1 C03P06-01-STN-00020 Dale St No No Improvement 3 1 5 2 3 240 2 C03P06-01-STN-30010 Dale St No No Improvement 3 1 5 5 3 300 2 Anaheim-Barber City Channel - Prioritization Data/Calculations Project 29
No Associated Project or Improvements
Project 23
Project 24
Project 25
Project 26
Project 27
Project 28

1 CITY OF STANTON

REPORT TO THE CITY COUNCIL
TO: Honorable Mayor and Members of the City Council
DATE: October 14, 2025
SUBJECT: FISCAL YEAR 2025-26 SENIOR HOME IMPROVEMENT PROGRAM REPORT IN BRIEF:

RECOMMENDED ACTION:

1. City Council find that this item is not subject to California Environmental Quality Act (“CEQA”) pursuant to Sections 15378(b)(5) (Organizational or administrative activities of governments that will not result in direct or indirect physical changes in the environment); and

2. Receive and file.

BACKGROUND:

At its Budget Workshop on May 27, 2025, the City Council provided $100,000 in funding for the Fiscal Year 2025-26 Senior Home Improvement Program, including program administration. The City entered into an agreement with CivicStone in an amount not to exceed $10,000 for full, turnkey administration of the program – including marketing, application intake and review, contractor coordination, homeowner support during construction, code compliance verification, release of liability documentation, payment oversight, and comprehensive program tracking and reporting. CivicStone currently provides similar services for the Cities of San Clemente and Seal Beach, as well as the County of Orange.

Item: 11A
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2 ANALYSIS/JUSTIFICATION:

Staff has met with CivicStone to review program elements of similar programs in other Orange County cities and has finalized all program documents based on Council feedback.

Program Overview
• This program is focused on assisting seniors, which for the purposes of the program will be defined as someone aged 65 or older.
• This program will award individual grants up to a maximum of $9,000. The full cost of any improvement must fall within the grant amount.
• This program is focused on assisting those seniors that qualify as low income, meaning a household’s income must not exceed 80% of the Area Median Income (AMI).

Maximum Income Allowed
(80% AMI – 2025 HUD Limits)
1 Person Household $94,750
2 Person Household $108,300
o Income that will be reviewed will include:
 Wages (gross) from any employment;
 Self-employment or rental income (net);
 Social Security benefits (including Medicare);
 Pension/Annuity/Retirement distributions;
 Unemployment/Disability/Other benefits;
 Public Assistance; and
 Other (e.g., alimony, child support, gifts, etc.)
o Assets that will be reviewed will include:
 Checking accounts;
 Savings/CD accounts;
 Stocks/Bonds/Investments;
 Cryptocurrency or digital assets;
 Trust funds;
 Cash value of life insurance policies;
 Retirement accounts;
 Equity in other property; and
 Other assets.
• This program is anticipated to be over-subscribed. Primary priority review will be given to ADA-related improvements with a qualified medical assessment.

Secondary priority review will be based on length of residency in the City of Stanton and household income.
3 Program Steps
• Apply: Complete and submit an application with all required documentation. • Eligibility Review: Applications will be reviewed by the City’s consultant for completeness and verification of household income and program eligibility. • Doctor’s Form (if applicable): If a home improvement request involves a medical need (e.g., bathtub cut-down), a doctor’s form must also be submitted. • Site Visit & Scope of Work: Once an application is approved, a contractor will visit the home to outline the scope of work and plan the construction timeline. • Construction: The approved work will be completed by a program contractor.

Once finished, a City inspection will be conducted.
• No Cost: This is a grant program provided by the City of Stanton. Selected homeowners will not be charged for eligible improvements approved under this program.

FISCAL IMPACT:

No fiscal impact is associated with this discussion.

ENVIRONMENTAL IMPACT :

None.

LEGAL REVIEW:

None.

PUBLIC NOTIFICATION :

Through the normal agenda posting process.

STRATEGIC GOAL:

Goal 5. Maintain and promote a responsive, high-quality and transparent government.

Prepared by: Hannah Shin-Heydorn, City Manager
Approved by: Hannah Shin-Heydorn, City Manager
ATTACHMENTS:

A. City of Stanton Housing Rehabilitation Grant Application B. City of Stanton Contractor Application
C. City of Stanton CDBG Housing Rehabilitation Grant Program Single-Family Residential Rehabilitation Grant Agreement
D. Prioritization Matrix
E. Medical Assessment Form
City of Stanton
CDBG Housing Rehabilitation Grant Application
Introduction
The City of Stanton is offering a CDBG Housing Rehabilitation Grant Program to assist senior homeowners with important health, safety, and accessibility improvements. This grant provides up to $9,000 per household for eligible modifications. To qualify, applicants must:
• Own and occupy their home in the City of Stanton
• Be 65 years of age or older
• Have a household income at or below 80% of Area Median Income (AMI) This is a grant program — no repayment, lien, or loan documents will be recorded on your property.

Approved applicants will enter into an agreement with an approved contractor. In applying, applicants acknowledge that the City is acting only as a grantor of funds and is not a party to any project agreement. Applicant agrees to indemnify the City for any work undertaken pursuant to this grant.

Housing Rehabilitation Grant Process

1. Apply
Complete and submit this application along with all required documentation listed in Section

6. 2. Eligibility Review
CivicStone, Inc. will review your application for completeness, verify income eligibility (80% AMI or below), and confirm ownership and age requirements (65+), as well as U.S. citizenship or eligible residency status.

3. Doctor’s Assessment Form
All applicants must submit a Doctor’s Assessment Form. This form allows your physician to confirm your health condition and the medical necessity of the requested improvements.

Please remind your doctor about your health situation so the form can be completed accurately and thoroughly. Because program funds are limited, the City of Stanton will use this form, along with household income, to prioritize applicants with the greatest need.

4. Site Visit & Scope of Work
Once your application is preliminarily approved, you may select contractors of your choice to review the requested improvements and prepare cost estimates. The City of Stanton requires at least three (3) competitive bids for the proposed work to ensure fair pricing, quality workmanship, and the best value for the program.

5. Approval & Contractor Selection
After receiving the required three bids, the City will review the proposed scope of work and City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 1 9 of Attachment: A
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assist you in selecting a contractor. To participate in the program, the selected contractor must meet the following requirements:
• Licensing & Insurance – Must hold a valid California contractor’s license and maintain current liability insurance.
• City Business License – Must hold an active City of Stanton business license. • Professional Standing – Must have no significant complaints with professional organizations or the Better Business Bureau.
• Required Documentation – Must submit a completed City of Stanton Contractor Application and provide copies of all required certifications, licenses, and insurance documents.

Once approved, the City will prepare a formal contract between the City and the contractor.

Grant payments will be made directly to the contractor upon satisfactory completion of work and City inspection. No payments will be issued directly to the resident.

6. Construction
The contractor completes the approved improvements. A City inspector will visit the property to verify that the work meets program standards before the City authorizes final payment to the contractor.

7. No Cost to You
This is a grant program funded by the City of Stanton. You will not be charged for eligible improvements approved under this program.

Section 1 - Household Information
Applicant’s Name: _____________________________________________ Age: _____ Sex: _____ Co-Applicant’s Name: __________________________________________ Age: _____ Sex: _____ Address: __________________________________________________________________________ Email Address: _____________________________________________________________________ Phone (home): _____________________________ (cell) __________________________________ City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 2 9 of Section 2 - Household Composition
Total number of people in household: ________
How many are disabled? ________
Is anyone living here other than the Applicant/Co-Applicant? ☐ Yes ☐ No

DEMOGRAPHICS
Do you consider your household Hispanic/Latino? □ Yes □ No How do you identify? Please check all that apply
□ White □ Black or African American
□ Asian □ American Indian or Alaska Native
□ Native Hawaiian or Other Pacific Islander □ American Indian or Alaska Native & White □ Asian & White □ Black or African American & White
□ American Indian/Alaska Native & Black/African American

□ Other ____________________________
Head of Household is: □ Male □ Female
(Continued on next page)
City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 3 9 of Section 3 - Income Information
List all sources of gross monthly income for all household members in the chart below. Attach supporting documents.

Examples of Income Name of Income Source Gross Monthly
Amount
Employment / Wages
Self-Employment / Rental
Social Security / SSI / SSDI
Pension / Retirement / Annuity
Disability / Unemployment
Public Assistance (CalFresh,
etc.)
Other (gifts, alimony, etc)
Total Monthly Income
Total Annual Income (x12)
City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 4 9 of Section 4 - Assets
List all household assets and attach supporting documents:

City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 5 9 of Total Household Income
Total Annual Income from Section 3
2% of Total Assets Value from Section 4

GRAND TOTAL HOUSEHOLD INCOME
Maximum Income Allowed
(80% Area Median Income - 2025 HUD Limits)
1 Person Household $94,750
2 Person Household $108,300
Assets Cash Value Bank Name
Account #
(Last 4
Digits)
Checking Account $
$
Savings $
$
Credit Union $
Stocks/Bonds $
401K/Retirement $
Life Insurance $
Other Property Ownership Equity $
$
Total Asset Value
2% of Total Asset Value
(multiply Total Asset Value by .02)
Section 5 - Requested Improvements
□ Air Conditioning Unit(s) □ Ramps
□ Walk In Shower/Tub □ Grab Bars
□ High-Boy Toilets □ Exterior Paint
□ Home Fascia replacement □ Debris Removal
□ Tree Removal/Maintenance □ Other (please describe below:

_______________________________________________________________________________________ _______________________________________________________________________________________ _______________________________________________________________________________________ Section 6 - Required Documentation
Please include all supporting documents for the Income and Asset declarations above. (Please feel free to cross out your social security numbers and all BUT the last 4 digits of your account numbers.) Below is a checklist of requirements as applicable.
□ Copy of your most recent Federal Tax Returns, signed, including all schedules but not worksheets (or 3 years if self-employed). (2022-2024)

□ Copy of your last 2 paycheck stubs showing year-to-date income totals or current Profit and Loss Statement if self employed. If you are not working, provide a statement indicating the nature and anticipated duration
□ Copy of your Annual Social Security Award Letter or other benefit statements. □ All pages of financial statements (2 months, checking & savings) □ Investment/retirement statements (if applicable)
□ Proof of property ownership (Grant Deed, Title, or Mortgage Statement) □ Copy of birth certificate or passport to verify citizenship for all household members. ⃞ Doctor’s Assessment form (to be used for prioritizing received applications) City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 6 9 of Section 7 - Certification
The information you provide in this application will be used only to determine eligibility for the City of Stanton’s CDBG Housing Rehabilitation Grant Program. Your information will remain confidential and will not be shared without your consent, except as required for verification by financial institutions, employers, or as otherwise required by law. All application materials become the property of the City of Stanton and cannot be returned.

By signing below, I/We acknowledge that:
• We are the owner-occupants of this home.
• The information provided is true and complete to the best of our knowledge. • Providing false or misleading information, or omitting information, may result in denial of assistance and could carry legal consequences.

Signature of Applicant: _______________________________________ Date: _________________ Signature of Co-Applicant: ___________________________________ Date: _________________ Program Contact Information
DROP OFF AT CITY HALL OR MAIL TO:

City of Stanton – Housing Division
c/o CivicStone, Inc.
4195 Chino Hills Parkway #267
Chino Hills, CA 91709
Phone: (909) 364-9000 | Email: [email protected]
City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 7 9 of What Counts as Income? Include all income sources for both the applicant and co-applicant.

These should reflect the gross monthly amounts received by each household member. Examples include:
• Wages from employment – Include gross earnings before taxes. Also include any regular pay, special pay, or allowances received by a member of the Armed Forces. • Self-employment or rental income – If you or your co-applicant operate a business, work independently, or earn income from rental of property (real or personal), report the net monthly income after expenses.
• Social Security benefits – Include the gross amount (before deductions for Medicare) received monthly through Social Security Retirement, SSI, or SSDI. • Pensions, annuities, or retirement distributions – Include any regular monthly payments received from pensions, annuities, IRAs, or retirement accounts, as well as insurance payments or death benefits.
• Unemployment, disability, or worker’s compensation – Report the gross monthly amount received from any of these sources.
• Public assistance – Include monthly benefits such as CalFresh (food stamps), cash aid, or other public assistance programs.
• Other income – Include regular contributions from others outside your household, such as gifts, alimony, or child support.

What Counts as Assets? Include the current value of all assets held by any household member.

This includes but is not limited to:
• Checking and savings accounts
• Money Market Accounts
• Certificates of deposit (CDs)
• Investment accounts (stocks, bonds, mutual funds, etc.) • Cryptocurrency wallets or digital assets
• Trust funds (if accessible)
• Cash value of life insurance policies
• Equity in any property you own, other than your current Stanton residence • Retirement accounts (IRA, 401(k), etc.)
Appendix A: Clarifying Income & Asset Information
City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 8 9 of How HUD Treats Assets: HUD does not count the total value of your assets as income. Instead, it assumes your assets earn about 2% annually. For example:
• $50,000 in total assets = $1,000 in additional calculated income • $100,000 in total assets = $2,000 in calculated income Only the interest or imputed income from these assets is included in your income total. • Note: If you are unsure whether something counts, include it and we will help you determine eligibility.

City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 9 9 of Contractor Application
City of Stanton
Company Information
Company Legal Name: ________________________________________________________ Name of Owner(s): ____________________________________________________________ Company Legal Status (corporation, partnership, etc.): ____________________________ Business Address: ____________________________________________________________ Website Address: ____________________________________________________________ Telephone Number: _____________________ Fax Number: ________________________ Years in Business: _______ Regular Business Hours: _____________________________ Contact Person: _______________________________________________________________ Contact Telephone #: ___________________ Contact Mobile #: ____________________ Contact Email Address:_________________________________________________________ Federal Tax ID #: ___________________
State Contractor's License #: __________________________ Type of License: A B C Specialty # ____________________________________________________________________ Lead-Based Paint Certificate:

Inspector: Yes No Monitor: Yes No Clearance: Yes No
Section 3 Contractor or Section 3 Employee’s _____________________________________ MBE / WBE / DBE / DVBE / OCLSB Contractor: 1 _________________________________ General Contractor: Yes No
Plumbing Contractor (C-36) Exterior Related (C-27, 8,12,13,39): Yes No Electrical Contractor (ClO): Yes No
Mobile Home Specialty: Yes No
Other delineations you would like to highlight: ____________________________________ Minority Business Enterprise (MBE) / Women Business Enterprise (WBE) / Disadvantaged Business Enterprise (DBE) / 1 Disabled Veteran Business Enterprise (DVBE) / Orange County Local Small Business (OCLSB) Contractor Application * contact Monique Miner * 909-364-9000 * [email protected] Page 1 of 4 Attachment: B
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Documentation
Please include a current copy of the following documents with your application. Applications without the attached items will be considered incomplete until all documentation is submitted:

Licenses:
• State Contractor's License: General contractors must hold a valid California Contractors State License (CSL) issued by the California Contractors State License Board (CSLB). This license is required for any contractor performing work worth $500 or more in labor and materials. Contractors must ensure their CSL is in good standing and that they have the appropriate classification for the type of work (e.g., general building, electrical, plumbing). • City of Stanton Business License
• System for Award Management (SAM) Registration Confirmation: Contractors are not required to have an active SAM registration to participate in the City of Stanton’s CDBG Housing Rehabilitation Grant Program. However, all contractors must pass a federal debarment check conducted by the City to confirm eligibility. If you have an active SAM registration, please provide a copy of your confirmation or a screenshot showing your current status. If you do not have an active registration, the City will perform the necessary verification through SAM.gov.

Insurances: If selected to perform work under this program, you will be required to provide proof of the following insurance coverage before starting any repair work. These requirements are based on the City of Stanton’s contractor agreement:
• Required Coverages:

Commercial General Liability: Commercial General Liability Insurance which affords coverage at least as broad as Insurance Services Office "occurrence" form CG 0001, or the exact equivalent, with limits of not less than $1,000,000 per occurrence and no less than $2,000,000 in the general aggregate. Defense costs shall be paid in addition to the limits. The policy shall contain no endorsements or provisions (1) limiting coverage for contractual liability; (2) excluding coverage for claims or suits by one insured against another (cross-liability); or (3) containing any other exclusion(s) contrary to the terms or purposes of this Agreement.

Automobile Liability Insurance: Automobile Liability Insurance with coverage at least as broad as Insurance Services Office Form CA 0001 covering "Any Auto" (Symbol 1), or the exact equivalent, covering bodily injury and property damage for all activities with limits of not less than $1,000,000 combined limit for each occurrence.

Workers Compensation: Workers’ Compensation Insurance, as required by the State of California and Employer's Liability Insurance with a limit of not less than $1,000,000 per accident for bodily injury and disease.

Contractor Application * contact Monique Miner * 909-364-9000 * [email protected] Page 2 of 4 • Required Endorsements & Provisions
Additional Insured: The City of Stanton, its officials, officers, employees, agents, and volunteers must be named as additional insureds on the Commercial General Liability policy.

Primary & Non-Contributing Coverage: Your insurance must be primary and will not contribute with any insurance maintained by the City.

Waiver of Subrogation: All policies must include a waiver of subrogation in favor of the City.

Cancellation Notice: All policies must provide 30 days’ written notice to the City before cancellation or material change (10 days for non-payment of premium). • Proof of Insurance: Before work begins, you must provide:

A certificate of insurance issued by your insurance carrier.

Required endorsements naming the City of Stanton and its representatives as additional insureds.

Evidence that all coverage meets the minimum limits and provisions listed above.

Disclosures
Has anyone in the Company ever been convicted of violating federal, state or local laws in the course of discharging the duties as a contractor? Yes No If yes, please explain in an attachment to this application.

Has anyone in the Company ever been disbarred from participating as a contractor in any federal or local housing program? Yes No
If yes, please explain in an attachment to this application.

Bankruptcy Information: The Company shall indicate whether an owner, its principals, directors, or majority shareholder(s), has held a controlling interest in, or which has ever filed for or has been involuntarily put into bankruptcy or has been declared bankrupt. Yes No If yes, attach a statement indicating the bankruptcy date, court jurisdiction, trustee’s name and telephone number, amount of liabilities, amount of assets and current status of bankruptcy.

Current/Past Litigation: The Company shall provide detailed information regarding litigation (court and case number), liens, or claims involving the Company, or any of the principal officers of the Company in the past seven (7) years.
______ No Action Pending ______ No Prior Action ______ Information Provided Contractor Application * contact Monique Miner * 909-364-9000 * [email protected] Page 3 of 4 Non-Discrimination: The Company will, through all possible means, ensure equal opportunity for all persons to be employed regardless of age, handicap, national background, race, religion, or sex.

Prevailing Wage: If required by law, the Company shall fully comply with prevailing wage rates, as set forth in California Labor Code Section 1720 et seq., for any projects performed under the authority of this application.

Indemnity: By submitting this application Contractor agrees to abide by the indemnity provision outlined in the City of Stanton CDBG Housing Rehabilitation Grant Program SingleFamily Residential Rehabilitation Grant Agreement.

I affirm that all information in this application is true and correct to the best of my knowledge and that the Company under my authority will adhere to all applicable rules and regulations to the fullest extent possible.
____________________________________ _______________
Authorized Signature Signature Date
____________________________________
Print Name
____________________________________
Title
Contractor Application * contact Monique Miner * 909-364-9000 * [email protected] Page 4 of 4 City of Stanton
CDBG Housing Rehabilitation Grant Program
Single-Family Residential Rehabilitation Grant Agreement This Grant Agreement is made and entered into by and between:

Owner: ___________________________________________________________________________ Co-Owner: ________________________________________________________________________ Property Address: __________________________________________________________________ City and Zip Code: __________________________________________________________________ Contractor: _________________________________________________________________________ Contractor’s Address: _______________________________________________________________ Contractor’s City and Zip Code: _______________________________________________________ The City of Stanton, a California municipal corporation (“City”), is a grantor of funds to Owner for the purpose of paying for the repairs and improvements necessary to rehabilitate a single-family residence owned by Owner under the City’s Community Development Block Grant (“CDBG”) Rehabilitation Grant Program, conducted by the City pursuant to the Federal Housing and Community Development Act of 1976.

Both Owner and Contractor understand that the City is acting solely as the grantor and is not a party to this Contract. The City has no obligation to supervise any work undertaken pursuant to this Contract nor does the City provide any guarantee, warranty, or assurances as to the quality of work or performance of the Contractor. Notwithstanding the foregoing, both Owner and Contractor agree to indemnify the City, as described below.

This contract is entered this _____ day of ______________________, 202____.

City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 1 9 of Attachment: C
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Terms Of The Contract

1. Rehabilitation Program.

Owner is undertaking certain residential property rehabilitation work (“Project”).

2. General Scope of Work.

Contractor shall furnish all necessary labor, tools, materials, appliances, and equipment and do the work for the Project at the property located at:
_________________________________________.

3. Scope of Work Compliance.

Work on the Project shall be performed in accordance with the attached work write-up (“Work Write-up”). The Work Write-up is attached hereto and incorporated herein as Exhibit A. Any changes to the scope of work, the Project, or the amount to be paid therefore shall be in writing, which is signed by all parties to this Contract.

4. Payment.

Contractor shall be paid the total sum of $ __________________. Twenty percent (20%) may be paid up front upon request by the Contractor to cover materials needed. Seventy percent (70%) of the compensation shall be paid upon completion of the Project, while the remaining ten percent (10%) shall be paid thirty (30) days after completion of the Project. Contractor shall be entitled to payment only after complying with the provisions of paragraph 5 below and acceptance of the work by the Owner and final approval by the City Building Inspector confirming that the permitted work passes inspection.

5. Time of Completion.

Within thirty (30) days after execution of this Contract, Owner shall have the job site ready for commencement of construction. Owner shall thereafter give Contractor notice to proceed (“Notice to Proceed”).

6. Projected Final Completion Date.

The Project shall be completed within ____ calendar days from the date of the Notice to Proceed or another agreed-upon date by Owner and Contractor, but no later than ________.

7. Contractor’s License.

Contractor must maintain in full force and effect throughout the term hereof a State Contractor’s license and an active City Business License for the work on the Project under this Contract pursuant to the California Business and Professions Code. Contractor warrants and represents that if subcontractors are used on the Project, such Subcontractors shall also hold the appropriate State License, as required by law.

City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 2 9 of

8. Site Examination.

Contractor acknowledges that it has visited and examined for itself the nature of all existing conditions on the Project site. Contractor shall furnish all labor and materials necessary to prepare the Project Site for execution of work for the Project under this Contract.

9. Plans, Specifications and Permits.

The Project will be constructed according to the Work Write-Up that was examined by Contractor prior to submitting a bid thereon and approved by Owner. Contractor shall obtain and pay for all necessary building permits.

10. Workmanship.

Compliance with Work Write-Up, building codes, and regulations with regard to materials, method and assembly will not, in itself, assure acceptance of the construction. Acceptance shall occur upon completion of the Project work to the Owner’s satisfaction.

11. Labor and Materials.

Contractor shall pay all charges for labor and materials incurred by Contractor and used in the construction of the Project. As required by law, Contractor agrees to fully comply with prevailing wage rules, laws, obligations, and rates in the construction of the Project, as set forth in California Labor Code Section 1720 et seq., and agrees to fully indemnify and hold harmless the City, its officials, officers, employees, and agents free and harmless from any claims, liabilities, costs, penalties, or interest arising out of any failure or alleged failure to comply with the prevailing wage requirements of the California Labor Code.

12. Clean-Up.

Upon completion of each day’s work, Contractor will remove debris and surplus material and leave the premises neat and broom-clean condition.

13. Incorporated Documents to be Considered Complementary.

The Contractor Application and aforesaid Work Write-Up are incorporated herein by reference thereto and made a part hereof with like force and effect as if all of said documents were set forth in full herein. Said documents, attached hereto, together with this written Contract, shall constitute the full contract between the parties. Should it be ascertained that any inconsistency exists between the aforesaid documents and this written Contract, the provisions of this written Contract shall control.

14. Protection of Work and Equipment.

Contractor shall, at all times, provide protection to the Project site and adjacent areas against weather, rain, wind, storms, and heat so as to maintain all work, materials, apparatus, and fixtures free from injury or damage. At the end of each day’s work, all new work or existing improvements exposed and likely to be damaged shall be protected and the premises shall be secured. Any work damaged by failure to provide protection as required above shall be replaced with new work at Contractor’s expense. It shall be the responsibility of Owner to remove all City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 3 9 of personal property from the Project site and to otherwise make the premises available to Contractor to perform the work described herein.

15. Delays.

The final completion date may be extended for delays caused by acts of God, acts of Owner or for any additional work requiring additional time, but only to the extent such additional time is first set forth in writing.

16. Termination.

This Contract shall automatically terminate when all the work for the Project described herein to be provided by Contractor has been completed and approved by Owner. The Contract may otherwise be terminated as follows:

A. If Contractor fails to commence work as provided in the Contract, or fails to make delivery of materials promptly as ordered, or to maintain the rate of delivery or progress of the work in such manner that in the opinion of Owner will ensure a full compliance with the Contract within the time limit, or if in the opinion of Owner, Contractor is not carrying out the provisions of the Contract in their true intent and meaning, written notice will be served on Contractor to provide, within ten (10) calendar days, for satisfactory compliance or to take substantial steps to satisfactory comply (as determined by Owner) with the Contract. If Contractor neglects or refuses to comply with such notice, he/she shall not thereafter exercise any rights under said Contract or be entitled to receive any of the benefits thereof, except as hereinafter provided, and Owner may enter into an agreement with another contractor for completion of the work.

B. Owner has the right to terminate or abandon any portion or all of the work for the Project under this Contract by giving ten (10) calendar days’ written notice to Contractor. In such event, Owner shall pay Contractor the reasonable value of services rendered and/or materials provided for any portion of the work completed prior to termination. If said termination occurs prior to completion of any task for the Contract for which a payment request has not been received, the charge for services performed during such task shall be the reasonable value of such services and/or material provided, based on an amount mutually agreed to by Owner and Contractor for the portion of such task completed but not paid prior to said termination.

Owner shall not be liable for any costs other than the charges or portions thereof which are specified herein. Contractor shall not be entitled to payment for unperformed services, and shall not be entitled to damages or compensation for termination of work.

C. Contractor may terminate its obligation to provide further services under this agreement upon thirty (30) calendar days’ written notice to Owner only in the event of substantial failure by Owner to perform in accordance with the terms of this Contract and through no fault of Contractor.

17. Insurance.

Contractor warrants that Contractor has obtained and will maintain all insurance required by this Contract and the Contractor Application. Contractor shall not allow any subcontractor to commence work on any subcontract for work on the Project under this Contract until subcontractor obtains all the insurance required of the Contractor by this Contract. Contractor may satisfy this requirement by having such subcontractors named as insureds under Contractor’s policies.

City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 4 9 of

18. Indemnification.

A. Owner and the City, including its officers, employees, and agents, shall not be liable for, responsible for, answerable, or accountable in any manner for any loss or damage that may arise out of the Project or any part thereof, or for any of the materials or other things used or employed in performing the work for the Project; or for injury or damage to any person or persons, either workers, employees, or Contractors or subcontractors or the public, or for damage to adjoining or other property from any cause whatsoever arising out of or in connection with the Project or occurring at the Project site. Contractor shall be responsible for any damage or injury to any person or property resulting from defects or obstructions or from any cause whatsoever arising from or in connections with the Project, except for damages or injuries caused by the sole negligence or willful misconduct of Owner or independent contractors who are directly responsible to the Owner. Therefore:

1. Contractor will indemnify, protect, defend (with counsel acceptable to the Owner and the City) and hold harmless the Owner and the City, including their respective officers, employees, and agents, from and against any and all claims, demands, causes of action, costs, expenses, liability, loss, damage, or injury of any kind, in law or equity, arising out of or related to the Project or the acts or omissions of Contractor or its officers, directors, employees, subcontractors, representatives and agents and will pay all damages, expert witness fees, reasonable attorneys’ fees, and other related costs and expenses.

Contractor’s obligation to indemnify shall not be restricted to insurance proceeds, if any, received by the Owner, the City, or their respective officials, officers, employees, agents, or volunteers.

2. Contractor will promptly pay any judgments rendered against City, or Owner arising out of or in connection with the Project or the acts or omissions of Contractor or its officers, directors, employees, subcontractors, representatives and agents, and Contractor agrees to save and hold Owner and the City, including its officers, employees, representatives and agents, free and harmless therefrom.

3. In the event Owner and the City, including their respective officers, employees, and agents, without fault, are made parties, either independently or jointly, to any action or proceeding filed or prosecuted against the Contractor for damages or other claims arising out of or in connection with the work, operation, or activities of Contractor hereunder, Contractor agrees to pay to Owner and the City all damages, expert witness fees, reasonable attorneys’ fees, and other related costs and expenses incurred by Owner and the City in such action or proceeding.

B. Owner will further indemnify, protect, defend (with counsel acceptable to the City) and hold harmless the City, including its respective officers, employees, and agents, from and against any and all claims, demands, causes of action, costs, expenses, liability, loss, damage, or injury of any kind, in law or equity, arising out of or related to the acts or omissions of Owner, or its heirs, successors, assigns, representatives and agents, and will pay all damages, expert witness fees, reasonable attorneys’ fees, and other related costs and expenses. Owner’s obligation to indemnify the City shall not be restricted to insurance proceeds, if any, received by Contractor, Owner, or the City.

C. The indemnity and defense obligations of the Owner and Contractor under this Agreement shall survive the expiration or earlier termination of this Agreement, until any and all actual or City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 5 9 of prospective claims regarding any subject matter to an indemnity obligation under this Agreement are fully, finally, and completely barred by applicable statutes of limitation.

19. Good Faith Resolution of Disputes.

Any disagreement arising out of this Contract or any alleged breach hereof must be submitted to an arbitration service for resolution. Thereafter an action may be instituted at law or in equity to enforce the decision of the arbitrator.

20. Changes to Contract.

Contractor must obtain written consent from both the Owner and the City for any changes in this Contract, including the Project description, immediately on receipt of written notice of such change from the Owner. Before proceeding with any work in accordance with such notice, Contractor and/or Owner must secure the City’s written consent.

21. Non-Discrimination.

Contractor and its Subcontractors shall comply with provisions of the Fair Employment and Housing Act and the applicable regulations promulgated thereunder, California Code of Regulations, Title 2, Section 7258.0 et seq., by not unlawfully discriminating against any employee or applicant for employment because of the following: race, religion, color, national origin, ancestry, disability, medical condition, marital status, age over 40, or sex. During the performance of this Contract, the Contractor assures that no otherwise qualified person shall be excluded from participation or employment, denied program benefits, or be subjected to discrimination based on race, color, national origin, sex, age, or handicap, under any program or activity funded by this Contract, as required by Title VI of the Civil Rights Act of 1964, Title I of the Housing and Community Development Act of 1974, as amended, and the Age Discrimination Act of 1975, and all implementing regulations.

Contractor represents that it is an equal opportunity employer and it shall not discriminate against any sub-contractor, employee or applicant for employment because of race, religion, color, national origin, handicap, ancestry, sex or age. Such non-discrimination shall include, but not be limited to, all activities related to initial employment, upgrading, demotion, transfer, recruitment or recruitment advertising, layoff or termination. Contractor shall also comply with all relevant provisions of City, state, and federal grant requirements and related programs, policies and guidelines currently in effect or hereinafter enacted.

22. Laws and Regulations.

Contractor shall keep itself fully informed of and in compliance with all local, state and federal laws, rules and regulations in any manner affecting the performance of the Project, including the applicable laws, rules, and regulations governing the use of CDBG funds, as well as all Cal/ OSHA requirements, and shall give all notices required by law. Contractor shall be liable for all violations of such laws and regulations in connection with the Project. If Contractor performs any work contrary to such laws, rules and regulations, Contractor shall be solely responsible for all costs arising therefrom. Contractor shall defend, indemnify and hold Owner, the City, and their respective successors, assigns, heirs, officials, directors, officers, employees, agents, and volunteers, as applicable, free and harmless, pursuant to the indemnification provisions of this City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 6 9 of Contract, from and against any claim or liability arising out of any failure or alleged failure to comply with such laws, rules or regulations.

23. Copeland Anti-Kickback Act.

All Contractors and Subcontractors shall comply with provisions of the Copeland Anti-Kickback Act 18 U.S.C. 874 as supplemented in Department of Labor Relations 29 CFR Part 3 which requires that all workers be paid at least once a week without any deductions or rebates except permissible deductions.

24. It is not the intent of the City to act as guarantor to the Contractor’s performance, and the City is not acting as a guarantor to the Contractor’s performance, nor shall the City be responsible for any aspect of Contractor’s work, acts, and/or omissions.

25. Owner and City acknowledge and agree that the City, as the grantor of Project funds, is not a party to this Agreement, but is a third party beneficiary, and therefore has the right, but not the obligation, enforce the terms of this Agreement.

26. If any term or provision of this Agreement shall, to any extent, be held invalid or unenforceable, the remainder of this Agreement shall not be affected.

27. This Contract may be executed in any number of counterparts, which together shall constitute one and the same agreement. This Contract may be executed electronically with the same force and effect as original, ink signatures.

28. Each of the signatories below represents and warrants to all the Parties that it has the authority to execute this Contract and bind the Party on whose behalf it is signing and that it will indemnify the Parties for all costs, including attorney fees, incurred by them should such representation and warranty prove false.

SIGNATURES ON FOLLOWING PAGE
City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 7 9 of CONTRACTOR: ___________________________________________________________________ State License No.: _________________________________________________________________ Phone: ____________________________________________________________________________ By: ________________________________________________________________________________ [NAME, TITLE]
Date: ______________________________________________________________________________ OWNER: ___________________________________________________________________________ By: ________________________________________________________________________________ [NAME, TITLE]
Date: ______________________________________________________________________________ CITY OF STANTON (Grantor)
By: ________________________________________________________________________________ Hannah Shin-Heydorn, City Manager
Date: ______________________________________________________________________________ ATTEST:

By: ________________________________________________________________________________ Patricia Vazquez, City Clerk
APPROVED AS TO FORM:

By: ________________________________________________________________________________ Best Best & Krieger, City Attorney
City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 8 9 of EXHIBIT A: PROJECT SCOPE OF WORK/WORK WRITE-UP
Owner Name: _______________________________________________________________________ Co-Owner Name: ___________________________________________________________________ Property Address: ___________________________________________________________________ Phone: _____________________________________________________________________________ All work shall be performed per City of Stanton Building, Planning, and Public Works Codes, as amended. Specifications may reference certain products by name for quality standards. Contractor may propose substitutions prior to Contract execution. Permits, fees, and plans are the Contractor’s sole responsibility.

City of Stanton Housing Rehabilitation Grant Application * contact Monique Miner * 909-364-9000 * Page 9 9 of City of Stanton
CDBG Housing Rehabilitation Grant Program
Qualification & Prioritization Criteria
Program Overview
The City of Stanton’s CDBG Housing Rehabilitation Program aims to stabilize neighborhoods by assisting low- and moderate-income homeowners with repairs that improve safety, correct code violations, maintain visual aesthetics, and support long-term habitability.

All eligible repairs will be prioritized according to the following tiers:

Note: This list provides a general breakdown of eligible repairs; additional items may be considered based on specific property needs and program criteria. The Program will fund repairs in order of priority based on need and available budget. If costs exceed available funds, only the highest-priority items will be approved.

Eligible Repairs – Prioritization Matrix
Priority Level Category Description
(Highest) 1 Immediate Health & Safety Concerns Repairs addressing immediate risks (e.g., broken stairs, electrical hazards,
unsafe railings)
2 Structural Integrity Repairs to foundation, roof, walls, and framing
3 Accessibility Improvements Ramps, handrails, accessible entries, bathroom modifications for seniors or
disabled individuals
4 Code Violations Corrections of documented municipal
building or housing code violations
5 Energy Efficiency Improvements Insulation, HVAC, efficient windows/ doors
6 Exterior Aesthetics & Maintenance Siding, paint, window/door repair, porch/gutter work, curb appeal
improvements
(Lowest) 7 Non-Conforming Development
Standards
Work to bring property into compliance
with current local zoning or building
standards
Housing Rehabilitation Grant Prioritization Criteria * contact Monique Miner * 909-364-9000 * Page 1 1 of Attachment: D
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City of Stanton
CDBG Housing Rehabilitation Grant Program
Doctor’s Instructions & Medical Assessment Form
Dear Doctor,
The City of Stanton has received a limited amount of federal funding to assist eligible senior residents with essential home safety and accessibility modifications. These improvements are provided at no cost to qualifying residents.

To ensure this grant program reaches those with the greatest medical and mobility needs, we respectfully request that you complete the attached Doctor’s Assessment Form for your patient. Your honest and accurate responses will help the City of Stanton fairly prioritize applications, taking into account both health needs and household income.

All information you provide will be kept strictly confidential and used only to evaluate this specific application.

We sincerely appreciate your assistance in helping Stanton seniors remain safe, healthy, and independent in their homes.

Instructions:
• Please complete all sections of the attached form.
• Return the completed form by fax, email, or U.S. mail using the contact information below.
• To avoid delays in processing, please return the form within 10 business days.

Thank you for your support in this important program.

Return Form To:

City of Stanton c/o CivicStone, Inc.
4195 Chino Hills Parkway, #267
Chino Hills, CA 91709
Email: [email protected]
Phone: 909-364-9000
Fax: 909-333-4030
Housing Rehabilitation Grant Medical Assessment Form * contact Monique Miner * 909-364-9000 * Page 1 3 of Attachment: E
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City of Stanton
CDBG Housing Rehabilitation Grant Program
Doctor’s Instructions & Medical Assessment Form
Patient Name: ___________________________________________

1. Mobility Assessment
Does the patient have a condition that causes difficulty moving around the home (e.g., using stairs, navigating doorways, getting in/out of bed, sitting/standing)? ☐ Yes ☐ No
If yes, indicate severity:
☐ Mild – Some limitations but generally independent
☐ Moderate – Requires assistance or adaptive equipment
☐ Serious/Severe – Significant difficulty; patient is largely dependent Is the condition:
☐ Temporary ☐ Permanent

2. Pain With Movement
Does the patient experience pain during movement (e.g., walking, bending, sitting, standing)?
☐ Yes ☐ No
If yes, indicate severity:
☐ Mild – Occasional discomfort, does not limit daily activities ☐ Moderate – Frequent pain, some limitations in daily activities ☐ Serious/Severe – Constant or intense pain, limits basic mobility Is the condition:
☐ Temporary ☐ Permanent

3. Balance or Fall Risk
Does the patient suffer from balance issues or high risk of falls? ☐ Yes ☐ No
If yes, indicate severity/frequency:
☐ Mild – Occasional unsteadiness, minimal risk
☐ Moderate – Frequent balance problems, moderate fall risk ☐ Serious/Severe – Significant instability, high fall risk Is the condition:
☐ Temporary ☐ Permanent
Housing Rehabilitation Grant Medical Assessment Form * contact Monique Miner * 909-364-9000 * Page 2 3 of

4. Additional Comments (Optional)
Please describe any other relevant conditions affecting the patient’s ability to safely navigate their home:
___________________________________________________________________________________ ___________________________________________________________________________________ ___________________________________________________________________________________ Physician Signature: ______________________________________ __________________ Date:

Physician Name: ________________________________________ __________________ Phone:

Housing Rehabilitation Grant Medical Assessment Form * contact Monique Miner * 909-364-9000 * Page 3 3 of

CITY OF STANTON

REPORT TO CITY COUNCIL
TO: Honorable Mayor and Members of the City Council
DATE: October 14, 2025
SUBJECT: ORDINANCE OF THE CITY COUNCIL OF THE CITY OF STANTON, CALIFORNIA, ADDING CHAPTER 10.38 TO TITLE 10 (VEHICLES AND TRAFFIC) AND AMENDING CHAPTER 14.04 (PARK AND

PLAYGROUND USE) OF THE STANTON MUNICIPAL CODE,

REGARDING THE OPERATION OF MOTORIZED WHEELED

CONVEYANCES IN THE CITY
REPORT IN BRIEF:

Electric bicycles (often referred to as “e-bikes”) and other motorized wheeled conveyances have grown significantly in popularity across Orange County in recent years. This increase in popularity has also created public safety concerns and enforcement challenges for the City and its residents.

Currently, the Stanton Municipal Code does not contain comprehensive regulations governing the use of electric bicycles or other similar devices, such as motorized skateboards, mini motorbikes, or other electric or combustible motorized wheeled conveyances. In response to these safety concerns, and consistent with the recommendations of a recent Orange County Grand Jury report highlighting the absence of uniform local regulations in Orange County, City staff is proposing the addition of Chapter 10.38 to the Stanton Municipal Code. A related amendment to Chapter 14.04 (Park and Playground Use) is also proposed to ensure consistency with the new regulations.

The proposed ordinance (Attachment A) aligns with regulations recently adopted by the City of Anaheim and establishes clear operational standards to encourage the safe use of these motorized wheeled conveyances. Adoption of this ordinance will also equip the Orange County Sheriff’s Department with enforceable regulations aimed at enhancing public safety throughout the City while allowing for the responsible use of these devices.

RECOMMENDED ACTION:

1. City Council find that the Ordinance is not subject to CEQA pursuant to State CEQA Guidelines Sections 15060(c) and 15378(b)(5); and
Item: 12A
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2. Introduce, by title only, and waive further reading of proposed Ordinance No. 1165, entitled:
“AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF STANTON, CALIFORNIA, ADDING CHAPTER 10.38 TO TITLE 10 (VEHICLES AND TRAFFIC) AND AMENDING CHAPTER 14.04 (PARK AND PLAYGROUND

USE) OF THE STANTON MUNICIPAL CODE, REGARDING THE

OPERATION OF MOTORIZED WHEELED CONVEYANCES IN THE CITY
OF STANTON”; and

3. Set the Ordinance for second reading and adoption at the October 28, 2025, regular meeting of the City Council.

BACKGROUND:

The 2023-2024 Orange County Grand Jury report, titled "E-Bikes Friend or Foe,” examined the complex challenges posed by the increasing use of electric bicycles. The report revealed a lack of uniform regulations across Orange County’s 34 cities, which often leads to inconsistent enforcement and public confusion. One of the Grand Jury’s recommendations was for cities across Orange County to adopt specific policies that define the rules of the road for the use of electric bicycles in their communities. This ordinance aims to fulfill the recommendation from the Orange County Grand Jury.

ANALYSIS:

Electric bicycles and other motorized wheeled conveyances are gaining popularity in communities and on roadways. Stanton, like other cities in the region, has observed a notable increase in the use of various motorized conveyances, especially electric bicycles. However, the Stanton Municipal Code currently does not regulate these types of conveyances.

Provisions of the California Vehicle Code governing motorized conveyances vary by type while some lack clear definitions that make enforcement challenging. As electric bicycles rapidly evolve beyond current state definitions, enforcing regulations related to licensing, age, and equipment has become increasingly difficult. Additionally, experts have differing interpretations of applicable laws, leading to uncertainty about which regulations to enforce.

To effectively address these issues, updates to the City of Stanton’s Municipal Code are necessary. The proposed ordinance includes the following key components to enhance safety throughout the City:
• Clearly defines electric bicycles and other motorized devices (e.g., motorized boards, scooters, mopeds, and pocket bikes) by class and sets operational standards;
• Prohibits unsafe operation of these devices on public streets, sidewalks, paths, trails, parks, and accessible private property;
• Establishes clear standards for what constitutes unsafe operation of motorized wheeled conveyances. Notable examples include, but are not limited to:
o Swerving or bypassing stopped or slowed traffic intentionally; o Disregarding posted signs or signals;
o Minors under 18 riding without a properly secured helmet; o Performing acrobatic tricks or stunts;
o Riding against the flow of traffic;
o Exceeding established speed limits;
o Not yielding to pedestrians or vehicles when entering a road from a sidewalk;
o Ignoring posted signs that regulate device operation; and o Using a handheld device while riding, unless hands-free. • Exempts pedestrians who, due to physical disabilities, use self-propelled wheelchairs, motorized tricycles, or motorized quadricycles to move about.

If the proposed ordinance is approved, it would establish clear rules for electric bicycle use in Stanton and provide the Orange County Sheriff’s Department and Public Safety Services Department with the necessary tools to enforce safety regulations and ensure the well-being of both residents and visitors. Adopting the proposed ordinance would also help reduce confusion and consolidate unsafe practices into clear, straightforward guidelines.

In addition to these new regulations, a corresponding amendment to Chapter 14.04 (Park and Playground Use) is proposed to maintain consistency across the Stanton Municipal Code. This amendment preserves the general prohibition on riding bicycles and other motorized conveyances in parks and playgrounds consistent with Chapter 10.38.

FISCAL IMPACT:

There is no fiscal impact associated with the recommended actions.

ENVIRONMENTAL IMPACT:

Staff recommends that the City Council find that the proposed action is not subject to CEQA because it does not qualify as a “project” under CEQA pursuant to State CEQA Guidelines Sections 15060(c) and 15378(b)(5), given that it constitutes an administrative activity that will not result in direct or indirect physical changes in the environment. Here, the proposed action solely establishes rules governing the operation and use of motorized wheeled conveyances within the City. Because the proposed action constitutes an administrative activity that will not result in a physical change in the environment, it is therefore not a project subject to CEQA.

PUBLIC NOTIFICATION:

Notification and advertisement were performed as prescribed by law.

STRATEGIC GOAL:

Goal 1. Provide a safe community.

Prepared by: HongDao Nguyen, City Attorney
Reviewed by: Cesar Rangel, P.E., Director of Public Works/City Engineer Approved by: Hannah Shin-Heydorn, City Manager
ATTACHMENT:

A. Proposed Ordinance No. 1165
ORDINANCE NO. 1165
PAGE 1 OF 8
ORDINANCE NO. 1165

AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF STANTON, CALIFORNIA, ADDING CHAPTER 10.38 TO TITLE 10 (VEHICLES AND TRAFFIC) AND AMENDING CHAPTER 14.04 (PARK AND PLAYGROUND USE) OF THE STANTON MUNICIPAL

CODE, REGARDING THE OPERATION OF MOTORIZED WHEELED CONVEYANCES

IN THE CITY OF STANTON
WHEREAS, the City of Stanton, California (“City”) is a municipal corporation, duly organized under the constitution and laws of the State of California, authorized under its police powers to make and enforce within its limits all local, police, sanitary, and other ordinances and regulations not in conflict with general laws; and WHEREAS, the 2023-2024 Orange County Grand Jury report, titled "E-Bikes Friend or Foe,” examined the complex challenges posed by the increasing use of electric bicycles.

The report revealed a lack of uniform regulations across Orange County’s 34 cities, which often leads to inconsistent enforcement and public confusion; and WHEREAS, one of the Grand Jury’s recommendations was for cities across Orange County to adopt specific policies that define the rules of the road for the use of electric bicycles in their communities; and
WHEREAS, the City Council of the City of Stanton recognizes that electric bicycles have increased in popularity with a 269 percent increase in sales from 2019-2022 with over a million electric bicycles being sold every year; and
WHEREAS, new models are emerging that do not fit into existing legal categories, creating legal ambiguities and complicating enforcement efforts; and WHEREAS, as electric bicycles rapidly evolve beyond current state definitions, enforcing regulations related to licensing, age, and equipment has become increasingly difficult; and
WHEREAS, in order to address these issues, the City Council finds that updates to the Stanton Municipal Code are necessary; and
WHEREAS, these changes would provide the Orange County Sheriff’s Department, with which the City contracts for police services, with the necessary tools to enforce safety regulations effectively and ensure the wellbeing of residents and visitors; and WHEREAS, the City Council desires to promote the safe operation of electric bicycles as well as the safety of persons using electric bicycles, electric personal assistive mobility devices, electrically motorized boards, low-speed vehicles, motorized scooters, shared mobility devices, and other similar vehicles (defined herein as “motorized wheeled conveyances”) while maximizing transportation and recreational opportunities; and Attachment: A
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ORDINANCE NO. 1165
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WHEREAS, the City Council has determined that the provisions of this proposed Chapter

10.38 represent reasonable measures and enforcement mechanisms that can be implemented to promote the safe and efficient use of sidewalks, bike paths, bike lanes, trails, streets, roads, and highways in the City pursuant to the City’s police power and are based on compliance with other generally applicable laws, including state and federal law, and the Stanton Municipal Code; and
WHEREAS, to ensure internal consistency, the City Council also desires to amend Chapter 14.04 (Park and Playground Use) of the Stanton Municipal Code to align with the provisions of Chapter 10.38 as it relates to the operation of electric bicycles and motorized wheeled conveyances in City parks; and
WHEREAS, on October 14, 2025, the City Council considered the staff report, recommendations by staff, and public testimony regarding the adoption of Chapter 10.38 concerning the operation of motorized wheeled conveyances in the City; and WHEREAS, all other legal prerequisites to the adoption of this Ordinance have occurred.

NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF STANTON, CALIFORNIA, DOES RESOLVE, DECLARE, DETERMINE AND ORDER AS FOLLOWS:

SECTION 1: Recitals. The foregoing Recitals are true and correct and are incorporated herein by this reference.

SECTION 2: Code Amendments. Chapter 10.38 is added to Title 10 (Vehicles and Traffic) of the Stanton Municipal Code to read in its entirety as follows:
“CHAPTER 10.38 (MOTORIZED WHEELED CONVEYANCES)
§ 10.38.010 Purpose.
§ 10.38.020 Definitions.
§ 10.38.030 Unlawful Operation of Motorized Wheeled Conveyance. § 10.38.040 Exemptions.
§ 10.38.050 Penalties.
§ 10.38.060 Severability.
§ 10.38.010 Purpose.

The purpose of this Chapter is to implement reasonable regulations on the operation and use of motorized wheeled conveyances pursuant to the City’s police power to protect the public health, safety and welfare, to better promote the safe use and operation of motorized wheeled conveyances, to prevent vehicular and pedestrian conflicts and other traffic hazards, and to enhance pedestrian and motorist safety.

ORDINANCE NO. 1165
PAGE 3 OF 8
§ 10.38.020 Definitions.

For purposes of this Chapter, the following definitions shall apply:

A. “Electric Bicycle” or “E-Bike” shall have the same meaning as set forth in California Vehicle Code Section 312.5(a), as it may be amended from time to time, meaning a bicycle equipped with fully operable pedals and an electric motor of less than 750 watts.

B. “Highway” means a way or place of whatever nature, publicly maintained, and open to the use of the public for purposes of vehicular travel. Highway includes Street.

C. “Moped or Motorized Bicycle” shall have the same meaning set forth in California Vehicle Code Section 406(a), as it may be amended from time to time, meaning a two-wheeled or three-wheeled device having fully operative pedals for propulsion by human power, or having no pedals if powered solely by electrical energy, has an automatic transmission, and a motor which produces less than 4 gross brake horsepower and is capable of propelling the device at a maximum speed of not more than 30 miles per hour on level ground.

D. “Motor Driven Cycle” shall have the same meaning set forth in California Vehicle Code Section 405, as it may be amended from time to time, meaning a motorcycle with a motor that displaces less than 150 cubic centimeters. A motor-driven cycle does not include a motorized bicycle, as defined in California Vehicle Code Section 406.

E. “Motorized Board” shall have the same meaning set forth in California Vehicle Code Section 313.5, as it may be amended from time to time, meaning any wheeled device that has a floorboard designed to be stood upon when riding that is not greater than 60 inches deep and 18 inches wide, is designed to transport only one person and has an electric propulsion system averaging less than 1,000 watts, the maximum speed of which when powered solely by a propulsion system on a paved surface is no more than 20 miles per hour.

F. “Motorized Scooter” shall have the same meaning set forth in California Vehicle Code Section 407.5(a), as it may be amended from time to time, meaning any twowheeled device that has handlebars, has either a floorboard that is designed to be stood upon when riding or a seat and footrests in place of the floorboard, and is powered by an electric motor. This device may also be designed to be powered by human propulsion. For purposes of this section, a motorcycle, as defined in California Vehicle Code Section 400, a motor-driven cycle, as defined in California Vehicle Code Section 405, or a motorized bicycle or moped, as defined in California Vehicle Code Section 406, is not a motorized scooter.

G. “Motorized Wheeled Conveyance” means any electric bicycle, motor-driven cycle, moped or motorized bicycle, motorized scooter, electric or combustible motorized skateboard/scooter, electric personal assistive mobility device as defined in ORDINANCE NO. 1165
PAGE 4 OF 8
California Vehicle Code Section 313 (e.g., Segways), dirt bike, mini bike, mini motorbike, motor driven cycle, mini motorcycle, go-kart, go-ped, moped, pocket bike, all-terrain vehicle, quad runner, dune buggy or any similar electric or combustible motorized wheeled conveyance.

H. "Park" means any public park or recreation or playground areas, or building or facility thereon within the City of Stanton, owned or maintained by the City as a public park or recreation or playground area, whether or not such area(s) have been formally dedicated to such purpose.

I. “Pocket bike” shall have the same meaning set forth in California Vehicle Code Section 473(a), meaning a two-wheeled device having a seat or saddle for the use of the rider that is not designated or manufactured for highway use. A pocket bike does not include an off-highway motorcycle as defined by California Vehicle Code Section 436.

J. "Public Right-of-Way" means any place of any nature which is dedicated, or otherwise intended, for use by the general public for pedestrian and vehicular travel, and includes, but is not limited to, a Street, sidewalk, curb, crossing, intersection, parkway, Highway, boulevard, road, roadway, tunnel, bridge, thoroughfare, or any other similar public way.

K. "Street" means a way or place of whatever nature, publicly maintained and open to the use of the public for purposes of vehicular travel. The term "Street" includes Highways.
§ 10.38.030 Unlawful Operation of Motorized Wheeled Conveyance.

A. It shall be unlawful and a violation of this Chapter for any person to operate a Motorized Wheeled Conveyance in an unsafe manner on any Public Right-of-Way, including any Street, road, Highway, or sidewalk, bike path, bike lane, trail, park, or upon any private property which is held open to the public for pedestrian travel.

Operating a Motorized Wheeled Conveyance in an unsafe manner includes any one or more of the following:

1. Violating any Stanton Municipal Code, California Vehicle Code, or other existing law.

2. Intentionally swerving or riding around stopped or slowed traffic.

3. Operating a Motorized Wheeled Conveyance in a manner it was not designed for, including carrying passengers when not intended for carrying passengers.

4. Not obeying posted signs or signals.

5. Riding a Motorized Wheeled Conveyance without a properly fitted and fastened helmet if the rider is under 18 years of age.

ORDINANCE NO. 1165
PAGE 5 OF 8

6. Intentionally lifting one or more wheels of a Motorized Wheeled Conveyance into the air while riding on a Public Right-of-Way, bike lane, or bike path.

7. Attempting to perform any acrobatic trick or stunt.

8. Operating a Motorized Wheeled Conveyance any manner that endangers the operator, passengers, other motorists, other riders, or pedestrians in the area.

9. Operating on any Public Right-of-Way, bike path, or bike lane against the direction of traffic.

10.Operating upon any public drainage facility, culvert, ditch, or channel.

11.Operating at a speed greater than 20 miles per hour on any Public Rightof-Way, bike path, bike lane, or other area generally open to public access, or at any speed greater than is reasonable or prudent under the conditions then existing.

12.Failing to yield to pedestrians.

13.Operating at a speed greater than 5 miles per hour on a sidewalk.

14.Operating while hitched to or physically attached to any moving vehicle or motorized device.

15.Operating while failing to yield the right-of-way to any and all pedestrians or failing to yield the right-of-way to a vehicle upon entering a roadway or driveway from a sidewalk.

16.Operating in any Park.

17.Operating upon any unpaved hiking, equestrian, or walking trail.

18.Operating at a speed greater than 10 miles per hour on any paved trail.

19.Tampering with or modifying a regulated motorized wheeled conveyance so as to change the speed capability of the device, or otherwise altering, modifying, or adjusting the motor settings to increase the speed of the device.

20.Operating a motorized wheeled conveyance while holding and operating a handheld wireless telephone or an electronic wireless communications device unless the wireless telephone or electronic wireless communications device is specifically designed and configured to allow voice-operated and hands-free operation, and it is used in that manner while riding.

ORDINANCE NO. 1165
PAGE 6 OF 8

21.Operating a motorized conveyance while under the influence of alcohol, drugs, or a combination of alcohol and drugs. A violation of this subsection shall be punishable as a misdemeanor.
§ 10.38.040 Exemptions.

This Chapter shall not apply to a pedestrian, which includes a person who is operating a self-propelled wheelchair, motorized tricycle, or motorized quadricycle and, by reason of physical disability, is otherwise unable to move about as a pedestrian, as defined under California Vehicle Code Section 467(a).
§ 10.38.050 Penalties.

A violation of this Chapter shall be deemed an infraction, unless specifically outlined as a misdemeanor. The remedies provided by this section are cumulative and in addition to any other remedies available to the City at law or in equity. § 10.38.060 Severability.

If any provision of this Chapter is found to be unconstitutional or otherwise invalid by any court of competent jurisdiction, that invalidity will not affect the remaining provisions of this Chapter, which can be implemented without the invalid provisions, and to this end, the provisions of this Chapter are declared to be severable.” SECTION 3: Code Amendments. Section 14.04.050 (Riding) of Chapter 14.04 (Park and Playground Use) of the Stanton Municipal Code is hereby amended to read as follows (additions in underline, deletions in strikethrough text):
“§ 14.04.050 Riding.

A. Unless otherwise exempt under Section 10.38.040, No no person shall ride a horse, bicycle, including electric bicycles, motorcycle, mini-bike, automobile, or other vehicle, motorized wheeled conveyance, or animal within a public park or playground. ; provided, however, that
B. Notwithstanding subsection (A) above, bicycles (excluding electric bicycles) may be ridden on any road or path designated for such purposes and may be wheeled or pushed by hand over any grass area or trail reserved for pedestrian use within a park or playground.

C. For purposes of this section, the terms “electric bicycle” and “motorized wheeled conveyance” shall have the same meaning as set forth in Section 10.38.020 of this Code and “park” shall have the same meaning as set forth in Section 14.04.075(B) of this Chapter.”
ORDINANCE NO. 1165
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SECTION 4: CEQA. The City Council finds that the proposed action is not subject to CEQA because it does not qualify as a “project” under CEQA pursuant to State CEQA Guidelines Sections 15060(c) and 15378(b)(5), given that it constitutes an administrative activity that will not result in direct or indirect physical changes in the environment. Here, the proposed action solely establishes rules governing the operation and use of motorized wheeled conveyances within the City. Because the proposed action constitutes an administrative activity that will not result in a physical change in the environment, it is therefore not a project subject to CEQA.

SECTION 5: Severability. If any section, subsection, subdivision, sentence, clause, phrase, or portion of this Ordinance for any reason is held to be invalid or unconstitutional by the decision of any court of competent jurisdiction, such decision shall not affect the validity of the remaining portions of this Ordinance. The City Council hereby declares that it would have adopted this Ordinance, and each section, subsection, subdivision, sentence, clause, phrase, or portion thereof, irrespective of the fact that any one or more sections, subsections, subdivisions, sentences, clauses, phrases, or portions thereof be declared invalid or unconstitutional.

SECTION 6: Effective Date. This Ordinance No. 1165 shall be effective 30 days after its adoption.

SECTION 7: Publication. The City Clerk shall certify to the adoption of this Ordinance and shall cause the same to be published or posted consistent with state law.

PASSED, APPROVED, AND ADOPTED this 28th day of October, 2025.

DAVID J. SHAWVER, MAYOR
ATTEST:

PATRICIA A. VAZQUEZ, CITY CLERK
APPROVED AS TO FORM:

HONGDAO NGUYEN, CITY ATTORNEY
ORDINANCE NO. 1165
PAGE 8 OF 8

STATE OF CALIFORNIA )
COUNTY OF ORANGE ) ss.

CITY OF STANTON )
I, Patricia A. Vazquez, City Clerk of the City of Stanton, California, do hereby certify that the foregoing Ordinance No. 1165 was introduced at a regular meeting of the City Council of the City of Stanton, California, held on the 14th day of October, 2025 and was duly adopted at a regular meeting of the City Council held on the 28th day of October, 2025, by the following roll-call vote, to wit:

AYES: COUNCILMEMBERS:

NOES: COUNCILMEMBERS:

ABSENT: COUNCILMEMBERS:

ABSTAIN: COUNCILMEMBERS:

PATRICIA A. VAZQUEZ, CITY CLERK

Stanton City CouncilOctober 14, 2025

Stanton City Council
October 14, 2025