Agenda packet — Mayor and City Council, October 21, 2026 (part 6 of 9)

FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 108.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1870.00 DOWNSTREAM(FEET) = 1855.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 219.00 CHANNEL SLOPE = 0.0685 NOTE: FLOW VELOCITY OF 30 FPS WAS ASSUMED IN TRAVEL TIME ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 1738.13
FLOW VELOCITY(FEET/SEC) = 30.00 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 24.42
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 108.00 = 3983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 24.42
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.430
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" A 0.03 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.37 0.42 0.500 76
COMMERCIAL B 0.12 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.409
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.52
EFFECTIVE AREA(ACRES) = 592.79 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 592.8 PEAK FLOW RATE(CFS) = 1738.13 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 Packet Page. 694
Meyers Creek – Existing Condition 2024

Page 15 of 81 ends

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 526.00
ELEVATION DATA: UPSTREAM(FEET) = 2130.00 DOWNSTREAM(FEET) = 2072.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.791
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.843
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" A 0.74 0.74 0.500 52 7.41
COMMERCIAL A 0.03 0.74 0.100 52 5.79
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.485
SUBAREA RUNOFF(CFS) = 4.48
TOTAL AREA(ACRES) = 0.77 PEAK FLOW RATE(CFS) = 4.48
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0370
STREET LENGTH(FEET) = 163.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 11.92
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.89
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.94
STREET FLOW TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 6.35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.677
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Meyers Creek – Existing Condition 2024

Page 16 of 81 ends

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.64 0.74 0.500 52
COMMERCIAL A 0.53 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.318
SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 6.79
EFFECTIVE AREA(ACRES) = 1.94 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 11.16
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.83 FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY(FT*FT/SEC.) = 2.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 689.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0810
STREET LENGTH(FEET) = 999.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.41
HALFSTREET FLOOD WIDTH(FEET) = 12.68
AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.52
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.10
STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 8.56
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.015
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" A 0.18 0.74 0.500 52
COMMERCIAL A 0.59 0.74 0.100 52
COMMERCIAL B 0.12 0.42 0.100 76
Packet Page. 695
Meyers Creek – Existing Condition 2024

Page 17 of 81 ends

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.72
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.182
SUBAREA AREA(ACRES) = 0.89 SUBAREA RUNOFF(CFS) = 4.72
EFFECTIVE AREA(ACRES) = 2.83 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 14.73
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.18 FLOW VELOCITY(FEET/SEC.) = 7.65 DEPTH*VELOCITY(FT*FT/SEC.) = 3.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1688.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0840
STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.44
HALFSTREET FLOOD WIDTH(FEET) = 14.32
AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.17
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.63
STREET FLOW TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 9.95
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.601
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" A 1.04 0.74 0.500 52
COMMERCIAL A 0.46 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.378
SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 7.15
EFFECTIVE AREA(ACRES) = 4.33 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.34 Meyers Creek – Existing Condition 2024

Page 18 of 81 ends

TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 20.83
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.14 FLOW VELOCITY(FEET/SEC.) = 8.39 DEPTH*VELOCITY(FT*FT/SEC.) = 3.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 2368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0720
STREET LENGTH(FEET) = 152.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 17.28
AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.24
STREET FLOW TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.25
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.511
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" A 2.44 0.74 0.500 52
COMMERCIAL A 0.11 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.482
SUBAREA AREA(ACRES) = 2.55 SUBAREA RUNOFF(CFS) = 11.84
EFFECTIVE AREA(ACRES) = 6.88 AREA-AVERAGED Fm(INCH/HR) = 0.29 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 32.32
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.64 FLOW VELOCITY(FEET/SEC.) = 8.82 DEPTH*VELOCITY(FT*FT/SEC.) = 4.68 Packet Page. 696
Meyers Creek – Existing Condition 2024

Page 19 of 81 ends

LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0610
STREET LENGTH(FEET) = 146.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 42.31 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.54 FLOOD WIDTH(FEET) = 19.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 8.20
SPLIT DEPTH(FEET) = 0.41 SPLIT FLOOD WIDTH(FEET) = 12.41 SPLIT FLOW(CFS) = 11.15 SPLIT VELOCITY(FEET/SEC.) = 6.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.20
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.41
STREET FLOW TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.55
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.422
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" A 3.84 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.01 0.42 0.500 76
COMMERCIAL A 0.51 0.74 0.100 52
COMMERCIAL B 0.01 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.453
SUBAREA AREA(ACRES) = 4.37 SUBAREA RUNOFF(CFS) = 19.99
EFFECTIVE AREA(ACRES) = 11.25 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 11.2 PEAK FLOW RATE(CFS) = 51.76
Meyers Creek – Existing Condition 2024

Page 20 of 81 ends

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET/SEC.) = 8.20 DEPTH*VELOCITY(FT*FT/SEC.) = 4.41 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2666.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0460
STREET LENGTH(FEET) = 954.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 65.71 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.69
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.33
STREET FLOW TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 12.61
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.803
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" A 5.73 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.14 0.42 0.500 76
COMMERCIAL A 0.97 0.74 0.100 52
COMMERCIAL B 0.07 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.73
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.440
SUBAREA AREA(ACRES) = 6.91 SUBAREA RUNOFF(CFS) = 27.85
EFFECTIVE AREA(ACRES) = 18.15 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 18.2 PEAK FLOW RATE(CFS) = 73.35
END OF SUBAREA STREET FLOW HYDRAULICS:

Packet Page. 697
Meyers Creek – Existing Condition 2024

Page 21 of 81 ends

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET/SEC.) = 8.05 DEPTH*VELOCITY(FT*FT/SEC.) = 4.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 3620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.2500
FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 35.61
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.35
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.62
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 3628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 73.35 12.62 4.802 0.74( 0.31) 0.43 18.2 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 3628.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1346.01 11.83 5.037 0.24( 0.19) 0.82 305.0 600.00
2 1432.39 16.69 3.972 0.23( 0.19) 0.83 419.1 500.00
3 1735.17 24.07 3.455 0.23( 0.19) 0.84 587.5 300.00
4 1738.13 24.42 3.430 0.23( 0.19) 0.84 592.8 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 108.00 = 3983.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1418.39 11.83 5.037 0.25( 0.20) 0.80 322.0 600.00
2 1433.29 12.62 4.802 0.25( 0.20) 0.80 341.5 100.00
3 1492.17 16.69 3.972 0.24( 0.20) 0.82 437.2 500.00
4 1786.50 24.07 3.455 0.24( 0.20) 0.83 605.7 300.00
5 1789.06 24.42 3.430 0.24( 0.20) 0.83 610.9 400.00
TOTAL AREA(ACRES) = 610.9
Meyers Creek – Existing Condition 2024

Page 22 of 81 ends

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 1789.06 Tc(MIN.) = 24.423
EFFECTIVE AREA(ACRES) = 610.94 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 610.9
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 108.00 = 3983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 37 ---------------------------------------------------------------------------- >>>>>COMPUTE CULVERT TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED CULVERT SIZE<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0140
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.014
Notes:

1. Reference: "Hydraulic Charts for the Selection of
Highway Culverts", Hydraulic Engineering Circular No. 5, December 1965, Federal Highway Administration.

2. INLET control for all Culvert Analysis.

3. Headwater depth is ASSUMED to be 3 FEET above the culvert soffit.

GIVEN BOX CULVERT HEIGHT(FEET) = 7.50
ESTIMATED BOX CULVERT BASEWIDTH(FEET) = 20.33
CULVERT-FLOW VELOCITY(FEET/SEC.) = 11.73
CULVERT-FLOW(CFS) = 1789.06
CULVERT-FLOW TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 24.48
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 109.00 = 4023.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 24.48
RAINFALL INTENSITY(INCH/HR) = 3.43
AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.24
AREA-AVERAGED Ap = 0.83
EFFECTIVE STREAM AREA(ACRES) = 610.94
TOTAL STREAM AREA(ACRES) = 610.94
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1789.06
Packet Page. 698
Meyers Creek – Existing Condition 2024

Page 23 of 81 ends

**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 284.00
ELEVATION DATA: UPSTREAM(FEET) = 2072.00 DOWNSTREAM(FEET) = 2056.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.177
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 7.027
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" A 0.06 0.74 0.500 52 6.62
COMMERCIAL A 0.15 0.74 0.100 52 5.18
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.217
SUBAREA RUNOFF(CFS) = 1.33
TOTAL AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) = 1.33
**************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0810
STREET LENGTH(FEET) = 111.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 5.08
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.39
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40
STREET FLOW TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 5.52
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.925
Meyers Creek – Existing Condition 2024

Page 24 of 81 ends

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" A 0.29 0.74 0.500 52
COMMERCIAL A 0.07 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.419
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 2.17
EFFECTIVE AREA(ACRES) = 0.58 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 3.48
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 6.50
FLOW VELOCITY(FEET/SEC.) = 5.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.64 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0900
STREET LENGTH(FEET) = 232.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 8.04
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.41
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.04
STREET FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 6.12
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.744
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" A 0.48 0.74 0.500 52
Packet Page. 699
Meyers Creek – Existing Condition 2024

Page 25 of 81 ends

COMMERCIAL A 0.17 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.396
SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 3.74
EFFECTIVE AREA(ACRES) = 1.23 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 7.13
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.29
FLOW VELOCITY(FEET/SEC.) = 6.77 DEPTH*VELOCITY(FT*FT/SEC.) = 2.33 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 627.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0810
STREET LENGTH(FEET) = 319.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 10.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.53
STREET FLOW TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 6.90
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.511
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" A 0.43 0.74 0.500 52
COMMERCIAL A 0.23 0.74 0.100 52
COMMERCIAL B 0.01 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.356
SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 3.81
Meyers Creek – Existing Condition 2024

Page 26 of 81 ends

EFFECTIVE AREA(ACRES) = 1.90 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 10.69
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.48 FLOW VELOCITY(FEET/SEC.) = 7.09 DEPTH*VELOCITY(FT*FT/SEC.) = 2.75 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 946.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0780
STREET LENGTH(FEET) = 381.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(FEET) = 12.90
AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.10
STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 7.76
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.256
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" A 0.87 0.74 0.500 52
COMMERCIAL A 0.29 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.399
SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 6.24
EFFECTIVE AREA(ACRES) = 3.07 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 16.49
END OF SUBAREA STREET FLOW HYDRAULICS:

Packet Page. 700
Meyers Creek – Existing Condition 2024

Page 27 of 81 ends

DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 13.94 FLOW VELOCITY(FEET/SEC.) = 7.73 DEPTH*VELOCITY(FT*FT/SEC.) = 3.38 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 1327.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0840
STREET LENGTH(FEET) = 482.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.45
HALFSTREET FLOOD WIDTH(FEET) = 14.71
AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.76
STREET FLOW TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 8.72
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.967
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" A 0.79 0.74 0.500 52
COMMERCIAL A 0.40 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.365
SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 6.11
EFFECTIVE AREA(ACRES) = 4.26 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 21.81
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.42 FLOW VELOCITY(FEET/SEC.) = 8.50 DEPTH*VELOCITY(FT*FT/SEC.) = 3.96 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 1809.00 FEET. **************************************************************************** Meyers Creek – Existing Condition 2024

Page 28 of 81 ends

FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0600
STREET LENGTH(FEET) = 668.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 17.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.78
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.96
STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 10.15
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.539
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" A 0.98 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.02 0.42 0.500 76
COMMERCIAL A 0.53 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.361
SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 7.29
EFFECTIVE AREA(ACRES) = 5.79 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 27.45
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.10 FLOW VELOCITY(FEET/SEC.) = 7.92 DEPTH*VELOCITY(FT*FT/SEC.) = 4.12 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 2477.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Packet Page. 701
Meyers Creek – Existing Condition 2024

Page 29 of 81 ends

>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0410
STREET LENGTH(FEET) = 664.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.36 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.54 FLOOD WIDTH(FEET) = 19.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 6.72
SPLIT DEPTH(FEET) = 0.34 SPLIT FLOOD WIDTH(FEET) = 9.29 SPLIT FLOW(CFS) = 4.81 SPLIT VELOCITY(FEET/SEC.) = 4.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.72
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.62
STREET FLOW TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 11.80
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.047
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" A 0.79 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.04 0.42 0.500 76
COMMERCIAL A 0.41 0.74 0.100 52
COMMERCIAL B 0.10 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.72
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.346
SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 5.81
EFFECTIVE AREA(ACRES) = 7.14 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 7.1 PEAK FLOW RATE(CFS) = 30.70
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET/SEC.) = 6.72 DEPTH*VELOCITY(FT*FT/SEC.) = 3.62 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 208.00 = 3141.00 FEET. **************************************************************************** Meyers Creek – Existing Condition 2024

Page 30 of 81 ends

FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.1000
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.32
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.70
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 11.81
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 209.00 = 3161.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 11.81
RAINFALL INTENSITY(INCH/HR) = 5.04
AREA-AVERAGED Fm(INCH/HR) = 0.27
AREA-AVERAGED Fp(INCH/HR) = 0.74
AREA-AVERAGED Ap = 0.37
EFFECTIVE STREAM AREA(ACRES) = 7.14
TOTAL STREAM AREA(ACRES) = 7.14
PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.70
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1418.39 11.89 5.020 0.25( 0.20) 0.80 322.0 600.00
1 1433.29 12.67 4.785 0.25( 0.20) 0.80 341.5 100.00
1 1492.17 16.75 3.968 0.24( 0.20) 0.82 437.2 500.00
1 1786.50 24.12 3.451 0.24( 0.20) 0.83 605.7 300.00
1 1789.06 24.48 3.426 0.24( 0.20) 0.83 610.9 400.00
2 30.70 11.81 5.042 0.74( 0.27) 0.37 7.1 200.00

Page 31 of 81 ends

4 1515.95 16.75 3.968 0.25( 0.20) 0.81 444.4 500.00
5 1806.97 24.12 3.451 0.24( 0.20) 0.83 612.8 300.00
6 1809.37 24.48 3.426 0.24( 0.20) 0.83 618.1 400.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 1809.37 Tc(MIN.) = 24.48
EFFECTIVE AREA(ACRES) = 618.08 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 618.1
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 109.00 = 4023.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0000 GIVEN CHANNEL BASE(FEET) = 12.00 CHANNEL FREEBOARD(FEET) = 1.0 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 10.05
CHANNEL FLOW THRU SUBAREA(CFS) = 1809.37
FLOW VELOCITY(FEET/SEC.) = 6.64 FLOW DEPTH(FEET) = 9.05 TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 24.63
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 110.00 = 4083.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 990.00
ELEVATION DATA: UPSTREAM(FEET) = 2001.00 DOWNSTREAM(FEET) = 1888.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.407
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.360
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" A 1.43 0.74 0.500 52 9.48
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RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 0.35 0.27 0.500 86 9.48
COMMERCIAL A 0.16 0.74 0.100 52 7.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.65
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.467
SUBAREA RUNOFF(CFS) = 10.57
TOTAL AREA(ACRES) = 1.94 PEAK FLOW RATE(CFS) = 10.57
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1888.00 DOWNSTREAM(FEET) = 1872.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 208.00 CHANNEL SLOPE = 0.0769 CHANNEL FLOW THRU SUBAREA(CFS) = 10.57
FLOW VELOCITY(FEET/SEC) = 7.03 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 7.90
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 1198.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.90
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.213
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" A 0.62 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 1.17 0.27 0.500 86
COMMERCIAL A 0.04 0.74 0.100 52
COMMERCIAL C 0.08 0.27 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.43
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.475
SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 10.34
EFFECTIVE AREA(ACRES) = 3.85 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.54 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 20.65
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ Packet Page. 703
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ELEVATION DATA: UPSTREAM(FEET) = 1872.00 DOWNSTREAM(FEET) = 1860.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 320.00 CHANNEL SLOPE = 0.0375 CHANNEL FLOW THRU SUBAREA(CFS) = 20.65
FLOW VELOCITY(FEET/SEC) = 5.85 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 8.81
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 1518.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.81
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.940
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" A 2.62 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 0.71 0.27 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.64
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.33 SUBAREA RUNOFF(CFS) = 16.85
EFFECTIVE AREA(ACRES) = 7.18 AREA-AVERAGED Fm(INCH/HR) = 0.29 AREA-AVERAGED Fp(INCH/HR) = 0.59 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 36.55
**************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1860.00 DOWNSTREAM(FEET) = 1858.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 134.00 CHANNEL SLOPE = 0.0149 CHANNEL FLOW THRU SUBAREA(CFS) = 36.55
FLOW VELOCITY(FEET/SEC) = 4.32 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 9.33
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.33
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.786
SUBAREA LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.81 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.11 0.42 0.500 76
COMMERCIAL A 0.64 0.74 0.100 52
COMMERCIAL B 0.15 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.72
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.384
SUBAREA AREA(ACRES) = 2.71 SUBAREA RUNOFF(CFS) = 13.44
EFFECTIVE AREA(ACRES) = 9.89 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.62 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 9.9 PEAK FLOW RATE(CFS) = 48.99
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 1100.00 TO NODE 1101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00
ELEVATION DATA: UPSTREAM(FEET) = 1873.00 DOWNSTREAM(FEET) = 1866.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.925
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.803
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 A 0.16 0.74 0.100 52 5.92
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.95
TOTAL AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) = 0.95
**************************************************************************** FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0110
STREET LENGTH(FEET) = 269.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
Packet Page. 704
Meyers Creek – Existing Condition 2024

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DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 7.56
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57
STREET FLOW TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 8.11
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.151
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" A 0.01 0.74 0.500 52
SCHOOL A 0.01 0.74 0.600 52
COMMERCIAL A 0.15 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.152
SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.93
EFFECTIVE AREA(ACRES) = 0.33 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.79
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.43
FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1102.00 = 539.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0100
STREET LENGTH(FEET) = 207.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
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SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 9.39
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.17
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68
STREET FLOW TRAVEL TIME(MIN.) = 1.59 Tc(MIN.) = 9.70
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.675
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL A 0.03 0.74 0.600 52
COMMERCIAL A 0.12 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.213
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.74
EFFECTIVE AREA(ACRES) = 0.48 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.40
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.80
FLOW VELOCITY(FEET/SEC.) = 2.22 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1103.00 = 746.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0120
STREET LENGTH(FEET) = 173.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 Packet Page. 705
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**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.33
HALFSTREET FLOOD WIDTH(FEET) = 9.95
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80
STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 10.88
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.322
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.13 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.63
EFFECTIVE AREA(ACRES) = 0.61 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.87
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.21 FLOW VELOCITY(FEET/SEC.) = 2.48 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1104.00 = 919.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0440
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.55
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.87
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.96
LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1105.00 = 959.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 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.) = 10.96
RAINFALL INTENSITY(INCH/HR) = 5.30
AREA-AVERAGED Fm(INCH/HR) = 0.11
Meyers Creek – Existing Condition 2024

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AREA-AVERAGED Fp(INCH/HR) = 0.74
AREA-AVERAGED Ap = 0.14
EFFECTIVE STREAM AREA(ACRES) = 0.61
TOTAL STREAM AREA(ACRES) = 0.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.87
**************************************************************************** FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN.) = 14.55 RAINFALL INTENSITY(INCH/HR) = 4.22
EFFECTIVE AREA(ACRES) = 134.79
TOTAL AREA(ACRES) = 134.79 PEAK FLOW RATE(CFS) = 513.97 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.92
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES.
**************************************************************************** FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 14.55
RAINFALL INTENSITY(INCH/HR) = 4.22
AREA-AVERAGED Fm(INCH/HR) = 0.26
AREA-AVERAGED Fp(INCH/HR) = 0.28
AREA-AVERAGED Ap = 0.92
EFFECTIVE STREAM AREA(ACRES) = 134.79
TOTAL STREAM AREA(ACRES) = 134.79
PEAK FLOW RATE(CFS) AT CONFLUENCE = 513.97
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.87 10.96 5.299 0.74( 0.11) 0.14 0.6 1100.00
2 513.97 14.55 4.225 0.28( 0.26) 0.92 134.8 1105.00

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
1 494.74 10.96 5.299 0.28( 0.26) 0.92 102.1 1100.00
Packet Page. 706
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2 516.25 14.55 4.225 0.28( 0.26) 0.92 135.4 1105.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 516.25 Tc(MIN.) = 14.55
EFFECTIVE AREA(ACRES) = 135.40 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.92 TOTAL AREA(ACRES) = 135.4
LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 1105.00 = 3161.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1105.00 TO NODE 1106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0090
FLOW LENGTH(FEET) = 34.80 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 41.08
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 516.25
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.56
LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 1106.00 = 3195.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1106.00 TO NODE 704.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0068
FLOW LENGTH(FEET) = 416.81 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.43
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 516.25
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 15.05
LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 704.00 = 3612.61 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
Meyers Creek – Existing Condition 2024

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1 494.74 11.47 5.144 0.28( 0.26) 0.92 102.1 1100.00
2 516.25 15.05 4.087 0.28( 0.26) 0.92 135.4 1105.00
LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 704.00 = 3612.61 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 48.99 9.33 5.786 0.62( 0.28) 0.46 9.9 700.00
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 1652.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 504.00 9.33 5.786 0.30( 0.26) 0.87 92.9 700.00
2 538.02 11.47 5.144 0.30( 0.26) 0.87 112.0 1100.00
3 550.11 15.05 4.087 0.29( 0.26) 0.89 145.3 1105.00
TOTAL AREA(ACRES) = 145.3
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 550.11 Tc(MIN.) = 15.046
EFFECTIVE AREA(ACRES) = 145.29 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.87 TOTAL AREA(ACRES) = 145.3
LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 704.00 = 3612.61 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0060
FLOW LENGTH(FEET) = 284.58 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.33
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 550.11
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 15.40
LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 110.00 = 3897.19 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 ---------------------------------------------------------------------------- Packet Page. 707
Meyers Creek – Existing Condition 2024

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>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 504.00 9.66 5.686 0.30( 0.26) 0.87 92.9 700.00
2 538.02 11.84 5.035 0.30( 0.26) 0.87 112.0 1100.00
3 550.11 15.40 4.062 0.29( 0.26) 0.89 145.3 1105.00
LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 110.00 = 3897.19 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1446.66 11.97 4.995 0.25( 0.20) 0.79 327.1 200.00
2 1448.94 12.05 4.972 0.25( 0.20) 0.79 329.2 600.00
3 1462.34 12.83 4.738 0.25( 0.20) 0.80 348.7 100.00
4 1515.95 16.91 3.957 0.25( 0.20) 0.81 444.4 500.00
5 1806.97 24.28 3.441 0.24( 0.20) 0.83 612.8 300.00
6 1809.37 24.63 3.416 0.24( 0.20) 0.83 618.1 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 110.00 = 4083.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1839.62 9.66 5.686 0.27( 0.22) 0.81 356.8 700.00
2 1980.38 11.84 5.035 0.27( 0.22) 0.81 435.4 1100.00
3 1985.14 11.97 4.995 0.27( 0.22) 0.81 440.4 200.00
4 1987.69 12.05 4.972 0.27( 0.22) 0.81 443.1 600.00
5 2003.74 12.83 4.738 0.27( 0.22) 0.82 470.0 100.00
6 2046.26 15.40 4.062 0.26( 0.22) 0.83 554.3 1105.00
7 2050.84 16.91 3.957 0.26( 0.21) 0.83 589.7 500.00
8 2267.23 24.28 3.441 0.25( 0.21) 0.84 758.1 300.00
9 2266.04 24.63 3.416 0.25( 0.21) 0.84 763.4 400.00
TOTAL AREA(ACRES) = 763.4
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 2267.23 Tc(MIN.) = 24.275
EFFECTIVE AREA(ACRES) = 758.09 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 763.4
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 110.00 = 4083.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** Meyers Creek – Existing Condition 2024

Page 42 of 81 ends

FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 571.00
REPRESENTATIVE CHANNEL SLOPE = 0.0230
CHANNEL BASE(FEET) = 11.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.398
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" A 0.77 0.74 0.500 52
COMMERCIAL A 0.02 0.74 0.100 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.05 0.42 0.500 76
COMMERCIAL B 0.01 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.72
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.486
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2268.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 15.56 AVERAGE FLOW DEPTH(FEET) = 6.22 TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 24.89
SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 2.32
EFFECTIVE AREA(ACRES) = 758.93 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 764.2 PEAK FLOW RATE(CFS) = 2267.23 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 6.22 FLOW VELOCITY(FEET/SEC.) = 15.55
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 111.00 = 4654.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0230
FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 160.37
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 2
PIPE-FLOW(CFS) = 2267.23
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 24.89
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 112.00 = 4706.00 FEET.

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**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 618.00
REPRESENTATIVE CHANNEL SLOPE = 0.0290
CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.20
==>>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. * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.365
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" A 0.69 0.74 0.500 52
COMMERCIAL A 0.07 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.463
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2268.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 22.31 AVERAGE FLOW DEPTH(FEET) = 6.20 TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 25.35
SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 2.06
EFFECTIVE AREA(ACRES) = 759.69 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 765.0 PEAK FLOW RATE(CFS) = 2267.23 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
==>>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.

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 6.20 FLOW VELOCITY(FEET/SEC.) = 22.30
==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 113.00 = 5324.00 FEET.

Meyers Creek – Existing Condition 2024

Page 44 of 81 ends

**************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 25.35
RAINFALL INTENSITY(INCH/HR) = 3.37
AREA-AVERAGED Fm(INCH/HR) = 0.21
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.84
EFFECTIVE STREAM AREA(ACRES) = 759.69
TOTAL STREAM AREA(ACRES) = 764.98
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2267.23
**************************************************************************** FLOW PROCESS FROM NODE 1300.00 TO NODE 1301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 462.00
ELEVATION DATA: UPSTREAM(FEET) = 1889.00 DOWNSTREAM(FEET) = 1858.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.771
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.252
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" A 1.40 0.74 0.500 52 7.77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.42
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 7.42
**************************************************************************** FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1858.00 DOWNSTREAM(FEET) = 1842.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 221.00 CHANNEL SLOPE = 0.0724 CHANNEL FLOW THRU SUBAREA(CFS) = 7.42
FLOW VELOCITY(FEET/SEC) = 6.24 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 8.36
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LONGEST FLOWPATH FROM NODE 1300.00 TO NODE 1302.00 = 683.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1302.00 TO NODE 1302.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.36
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.075
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" A 0.88 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.08 0.42 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.71
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.96 SUBAREA RUNOFF(CFS) = 4.95
EFFECTIVE AREA(ACRES) = 2.36 AREA-AVERAGED Fm(INCH/HR) = 0.37 AREA-AVERAGED Fp(INCH/HR) = 0.73 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 12.15
**************************************************************************** FLOW PROCESS FROM NODE 1302.00 TO NODE 1302.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.36
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.075
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" A 0.76 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.75 0.42 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.58
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 7.86
EFFECTIVE AREA(ACRES) = 3.87 AREA-AVERAGED Fm(INCH/HR) = 0.34 AREA-AVERAGED Fp(INCH/HR) = 0.67 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 20.01
**************************************************************************** FLOW PROCESS FROM NODE 1302.00 TO NODE 113.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ Meyers Creek – Existing Condition 2024

Page 46 of 81 ends

ELEVATION DATA: UPSTREAM(FEET) = 1842.00 DOWNSTREAM(FEET) = 1814.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 849.00 CHANNEL SLOPE = 0.0330 CHANNEL FLOW THRU SUBAREA(CFS) = 20.01
FLOW VELOCITY(FEET/SEC) = 5.44 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 10.96
LONGEST FLOWPATH FROM NODE 1300.00 TO NODE 113.00 = 1532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.298
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" A 0.85 0.74 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.34 0.42 0.500 76
COMMERCIAL A 0.09 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.65
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.472
SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 5.72
EFFECTIVE AREA(ACRES) = 5.15 AREA-AVERAGED Fm(INCH/HR) = 0.33 AREA-AVERAGED Fp(INCH/HR) = 0.67 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 23.02
**************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 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.) = 10.96
RAINFALL INTENSITY(INCH/HR) = 5.30
AREA-AVERAGED Fm(INCH/HR) = 0.33
AREA-AVERAGED Fp(INCH/HR) = 0.67
AREA-AVERAGED Ap = 0.49
EFFECTIVE STREAM AREA(ACRES) = 5.15
TOTAL STREAM AREA(ACRES) = 5.15
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.02
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1839.62 10.88 5.321 0.27( 0.22) 0.81 358.4 700.00
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1 1980.38 13.01 4.686 0.27( 0.22) 0.81 437.0 1100.00
1 1985.14 13.14 4.646 0.27( 0.22) 0.81 442.0 200.00
1 1987.69 13.22 4.623 0.27( 0.22) 0.81 444.8 600.00
1 2003.74 13.99 4.391 0.27( 0.22) 0.82 471.6 100.00
1 2046.26 16.55 3.982 0.26( 0.22) 0.82 555.9 1105.00
1 2050.84 18.05 3.877 0.26( 0.21) 0.83 591.3 500.00
1 2267.23 25.35 3.365 0.25( 0.21) 0.84 759.7 300.00
1 2266.04 25.71 3.340 0.25( 0.21) 0.84 765.0 400.00
2 23.02 10.96 5.298 0.67( 0.33) 0.49 5.1 1300.00

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 1862.58 10.88 5.321 0.27( 0.22) 0.81 363.5 700.00
2 1867.84 10.96 5.298 0.27( 0.22) 0.81 366.5 1300.00
3 2000.56 13.01 4.686 0.27( 0.22) 0.81 442.1 1100.00
4 2005.14 13.14 4.646 0.27( 0.22) 0.81 447.1 200.00
5 2007.58 13.22 4.623 0.27( 0.22) 0.81 449.9 600.00
6 2022.55 13.99 4.391 0.27( 0.22) 0.81 476.7 100.00
7 2063.18 16.55 3.982 0.26( 0.22) 0.82 561.1 1105.00
8 2067.27 18.05 3.877 0.26( 0.22) 0.82 596.4 500.00
9 2281.30 25.35 3.365 0.25( 0.21) 0.83 764.8 300.00
10 2279.99 25.71 3.340 0.25( 0.21) 0.84 770.1 400.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 2281.30 Tc(MIN.) = 25.35
EFFECTIVE AREA(ACRES) = 764.84 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 770.1
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 113.00 = 5324.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1814.00 DOWNSTREAM(FEET) = 1790.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 687.00 CHANNEL SLOPE = 0.0349 CHANNEL FLOW THRU SUBAREA(CFS) = 2281.30
FLOW VELOCITY(FEET/SEC) = 24.05 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 25.83
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 114.00 = 6011.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- Meyers Creek – Existing Condition 2024

Page 48 of 81 ends

>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 25.83
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.332
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" A 2.09 0.74 0.500 52

NATURAL GOOD COVER
"MEADOWS" A 0.02 0.77 1.000 50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.505
SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) = 5.61
EFFECTIVE AREA(ACRES) = 766.95 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 772.2 PEAK FLOW RATE(CFS) = 2281.30 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 481.00
ELEVATION DATA: UPSTREAM(FEET) = 1842.00 DOWNSTREAM(FEET) = 1826.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.101
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.452
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" A 0.55 0.74 0.500 52 9.09

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.05 0.42 0.500 76 9.09
COMMERCIAL A 0.08 0.74 0.100 52 7.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.72
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.451
SUBAREA RUNOFF(CFS) = 3.80
TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 3.80
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**************************************************************************** FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1826.00 DOWNSTREAM(FEET) = 1803.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 714.00 CHANNEL SLOPE = 0.0322 CHANNEL FLOW THRU SUBAREA(CFS) = 3.80
FLOW VELOCITY(FEET/SEC) = 3.55 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.35 Tc(MIN.) = 10.45
LONGEST FLOWPATH FROM NODE 1400.00 TO NODE 1402.00 = 1195.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1402.00 TO NODE 1402.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.45
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.450
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" A 1.31 0.74 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 6.00
EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR) = 0.35 AREA-AVERAGED Fp(INCH/HR) = 0.73 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 9.17
**************************************************************************** FLOW PROCESS FROM NODE 1402.00 TO NODE 1403.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1803.00 DOWNSTREAM(FEET) = 1798.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 177.00 CHANNEL SLOPE = 0.0282 CHANNEL FLOW THRU SUBAREA(CFS) = 9.17
FLOW VELOCITY(FEET/SEC) = 4.11 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 11.17
LONGEST FLOWPATH FROM NODE 1400.00 TO NODE 1403.00 = 1372.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1403.00 TO NODE 1403.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ Meyers Creek – Existing Condition 2024

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MAINLINE Tc(MIN.) = 11.17
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.236
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" A 0.79 0.74 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.79 SUBAREA RUNOFF(CFS) = 3.45
EFFECTIVE AREA(ACRES) = 2.79 AREA-AVERAGED Fm(INCH/HR) = 0.36 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 12.24
**************************************************************************** FLOW PROCESS FROM NODE 1403.00 TO NODE 1403.00 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.) = 11.17
RAINFALL INTENSITY(INCH/HR) = 5.24
AREA-AVERAGED Fm(INCH/HR) = 0.36
AREA-AVERAGED Fp(INCH/HR) = 0.74
AREA-AVERAGED Ap = 0.49
EFFECTIVE STREAM AREA(ACRES) = 2.79
TOTAL STREAM AREA(ACRES) = 2.79
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.24
**************************************************************************** FLOW PROCESS FROM NODE 1500.00 TO NODE 1501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 489.00
ELEVATION DATA: UPSTREAM(FEET) = 1827.00 DOWNSTREAM(FEET) = 1810.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.067
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.864
SUBAREA Tc AND LOSS RATE DATA(AMC III):

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.38 0.74 0.500 52 9.07
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 6.85
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TOTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 6.85
**************************************************************************** FLOW PROCESS FROM NODE 1501.00 TO NODE 1403.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1810.00 DOWNSTREAM(FEET) = 1798.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 501.00 CHANNEL SLOPE = 0.0240 CHANNEL FLOW THRU SUBAREA(CFS) = 6.85
FLOW VELOCITY(FEET/SEC) = 3.52 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 11.44
LONGEST FLOWPATH FROM NODE 1500.00 TO NODE 1403.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1403.00 TO NODE 1403.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.44
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.155
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" A 0.68 0.74 0.500 52

NATURAL GOOD COVER
"MEADOWS" A 0.04 0.77 1.000 50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.528
SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 3.10
EFFECTIVE AREA(ACRES) = 2.11 AREA-AVERAGED Fm(INCH/HR) = 0.38 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 9.07
**************************************************************************** FLOW PROCESS FROM NODE 1403.00 TO NODE 1403.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 11.44
RAINFALL INTENSITY(INCH/HR) = 5.15
AREA-AVERAGED Fm(INCH/HR) = 0.38
AREA-AVERAGED Fp(INCH/HR) = 0.74
AREA-AVERAGED Ap = 0.51
EFFECTIVE STREAM AREA(ACRES) = 2.11
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TOTAL STREAM AREA(ACRES) = 2.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.07
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 12.24 11.17 5.236 0.74( 0.36) 0.49 2.8 1400.00
2 9.07 11.44 5.155 0.74( 0.38) 0.51 2.1 1500.00

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 21.24 11.17 5.236 0.74( 0.37) 0.50 4.8 1400.00
2 21.10 11.44 5.155 0.74( 0.37) 0.50 4.9 1500.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 21.24 Tc(MIN.) = 11.17
EFFECTIVE AREA(ACRES) = 4.85 AREA-AVERAGED Fm(INCH/HR) = 0.37 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.9
LONGEST FLOWPATH FROM NODE 1400.00 TO NODE 1403.00 = 1372.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1403.00 TO NODE 114.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1798.00 DOWNSTREAM(FEET) = 1790.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.0500 CHANNEL FLOW THRU SUBAREA(CFS) = 21.24
FLOW VELOCITY(FEET/SEC) = 6.81 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 11.56
LONGEST FLOWPATH FROM NODE 1400.00 TO NODE 114.00 = 1532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.56
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.118
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" A 0.17 0.74 0.500 52
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NATURAL GOOD COVER
"MEADOWS" A 0.04 0.77 1.000 50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.591
SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.88
EFFECTIVE AREA(ACRES) = 5.06 AREA-AVERAGED Fm(INCH/HR) = 0.37 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 21.61
**************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 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 21.61 11.56 5.118 0.74( 0.37) 0.50 5.1 1400.00
2 21.45 11.83 5.038 0.74( 0.37) 0.50 5.1 1500.00
LONGEST FLOWPATH FROM NODE 1400.00 TO NODE 114.00 = 1532.00 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 1862.58 11.39 5.169 0.27( 0.22) 0.80 365.6 700.00
2 1867.84 11.47 5.146 0.27( 0.22) 0.80 368.6 1300.00
3 2000.56 13.50 4.537 0.27( 0.22) 0.81 444.2 1100.00
4 2005.14 13.64 4.497 0.27( 0.22) 0.81 449.2 200.00
5 2007.58 13.71 4.475 0.27( 0.22) 0.81 452.0 600.00
6 2022.55 14.49 4.243 0.27( 0.22) 0.81 478.9 100.00
7 2063.18 17.04 3.947 0.27( 0.22) 0.82 563.2 1105.00
8 2067.27 18.54 3.842 0.26( 0.22) 0.82 598.5 500.00
9 2281.30 25.83 3.332 0.25( 0.21) 0.83 766.9 300.00
10 2279.99 26.19 3.307 0.25( 0.21) 0.83 772.2 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 114.00 = 6011.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1884.10 11.39 5.169 0.28( 0.22) 0.80 370.6 700.00
2 1889.40 11.47 5.146 0.28( 0.22) 0.80 373.6 1300.00
3 1895.36 11.56 5.118 0.28( 0.22) 0.80 377.0 1400.00
4 1912.85 11.83 5.038 0.28( 0.22) 0.80 387.1 1500.00
5 2019.71 13.50 4.537 0.27( 0.22) 0.80 449.3 1100.00
6 2024.10 13.64 4.497 0.27( 0.22) 0.80 454.3 200.00
7 2026.44 13.71 4.475 0.27( 0.22) 0.80 457.1 600.00
8 2040.35 14.49 4.243 0.27( 0.22) 0.81 484.0 100.00
9 2079.62 17.04 3.947 0.27( 0.22) 0.82 568.3 1105.00
10 2083.22 18.54 3.842 0.27( 0.22) 0.82 603.6 500.00
Meyers Creek – Existing Condition 2024

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11 2294.90 25.83 3.332 0.25( 0.21) 0.83 772.1 300.00
12 2293.48 26.19 3.307 0.25( 0.21) 0.83 777.3 400.00
TOTAL AREA(ACRES) = 777.3
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 2294.90 Tc(MIN.) = 25.831
EFFECTIVE AREA(ACRES) = 772.05 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 777.3
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 114.00 = 6011.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1790.00 DOWNSTREAM(FEET) = 1780.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 418.00 CHANNEL SLOPE = 0.0239 CHANNEL FLOW THRU SUBAREA(CFS) = 2294.90
FLOW VELOCITY(FEET/SEC) = 19.94 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 26.18
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 115.00 = 6429.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 26.18
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.307
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

NATURAL GOOD COVER
"MEADOWS" A 0.46 0.77 1.000 50
COMMERCIAL A 0.01 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.77
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.981
SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.07
EFFECTIVE AREA(ACRES) = 772.52 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 777.8 PEAK FLOW RATE(CFS) = 2294.90 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
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**************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 26.18
RAINFALL INTENSITY(INCH/HR) = 3.31
AREA-AVERAGED Fm(INCH/HR) = 0.21
AREA-AVERAGED Fp(INCH/HR) = 0.26
AREA-AVERAGED Ap = 0.83
EFFECTIVE STREAM AREA(ACRES) = 772.52
TOTAL STREAM AREA(ACRES) = 777.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2294.90
**************************************************************************** FLOW PROCESS FROM NODE 1600.00 TO NODE 1601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 481.00
ELEVATION DATA: UPSTREAM(FEET) = 1836.00 DOWNSTREAM(FEET) = 1814.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.526
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.026
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" A 1.07 0.74 0.500 52 8.53
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 5.46
TOTAL AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) = 5.46
**************************************************************************** FLOW PROCESS FROM NODE 1601.00 TO NODE 1602.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1814.00 DOWNSTREAM(FEET) = 1800.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 415.00 CHANNEL SLOPE = 0.0337 CHANNEL FLOW THRU SUBAREA(CFS) = 5.46
FLOW VELOCITY(FEET/SEC) = 3.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 10.27
Meyers Creek – Existing Condition 2024

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LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1602.00 = 896.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1602.00 TO NODE 1602.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.27
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.503
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" A 1.36 0.74 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 6.27
EFFECTIVE AREA(ACRES) = 2.43 AREA-AVERAGED Fm(INCH/HR) = 0.37 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 11.22
**************************************************************************** FLOW PROCESS FROM NODE 1602.00 TO NODE 115.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1800.00 DOWNSTREAM(FEET) = 1780.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 629.00 CHANNEL SLOPE = 0.0318 CHANNEL FLOW THRU SUBAREA(CFS) = 11.22
FLOW VELOCITY(FEET/SEC) = 4.59 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 12.56
LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 115.00 = 1525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.56
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.820
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" A 1.80 0.74 0.500 52

NATURAL GOOD COVER
"MEADOWS" A 0.60 0.77 1.000 50
COMMERCIAL A 0.03 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75
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SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.620
SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 9.50
EFFECTIVE AREA(ACRES) = 4.85 AREA-AVERAGED Fm(INCH/HR) = 0.42 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 4.9 PEAK FLOW RATE(CFS) = 19.23
**************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 12.56
RAINFALL INTENSITY(INCH/HR) = 4.82
AREA-AVERAGED Fm(INCH/HR) = 0.42
AREA-AVERAGED Fp(INCH/HR) = 0.75
AREA-AVERAGED Ap = 0.56
EFFECTIVE STREAM AREA(ACRES) = 4.85
TOTAL STREAM AREA(ACRES) = 4.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.23
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1884.10 11.76 5.057 0.28( 0.22) 0.80 371.1 700.00
1 1889.40 11.84 5.034 0.28( 0.22) 0.80 374.1 1300.00
1 1895.36 11.93 5.007 0.28( 0.22) 0.80 377.5 1400.00
1 1912.85 12.20 4.927 0.28( 0.22) 0.80 387.6 1500.00
1 2019.71 13.87 4.428 0.28( 0.22) 0.80 449.8 1100.00
1 2024.10 14.00 4.388 0.27( 0.22) 0.80 454.8 200.00
1 2026.44 14.08 4.366 0.27( 0.22) 0.80 457.6 600.00
1 2040.35 14.85 4.134 0.27( 0.22) 0.81 484.4 100.00
1 2079.62 17.40 3.922 0.27( 0.22) 0.82 568.8 1105.00
1 2083.22 18.90 3.817 0.27( 0.22) 0.82 604.1 500.00
1 2294.90 26.18 3.307 0.26( 0.21) 0.83 772.5 300.00
1 2293.48 26.54 3.283 0.25( 0.21) 0.83 777.8 400.00
2 19.23 12.56 4.820 0.75( 0.42) 0.56 4.9 1600.00

Page 58 of 81 ends

5 1954.96 12.56 4.820 0.28( 0.22) 0.80 405.8 1600.00
6 2037.23 13.87 4.428 0.28( 0.22) 0.80 454.7 1100.00
7 2041.45 14.00 4.388 0.28( 0.22) 0.80 459.7 200.00
8 2043.68 14.08 4.366 0.28( 0.22) 0.80 462.4 600.00
9 2056.58 14.85 4.134 0.28( 0.22) 0.80 489.3 100.00
10 2094.92 17.40 3.922 0.27( 0.22) 0.82 573.6 1105.00
11 2098.07 18.90 3.817 0.27( 0.22) 0.82 609.0 500.00
12 2307.52 26.18 3.307 0.26( 0.21) 0.83 777.4 300.00
13 2305.99 26.54 3.283 0.26( 0.21) 0.83 782.7 400.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 2307.52 Tc(MIN.) = 26.18
EFFECTIVE AREA(ACRES) = 777.37 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 782.7
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 115.00 = 6429.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 294.00
ELEVATION DATA: UPSTREAM(FEET) = 1924.00 DOWNSTREAM(FEET) = 1887.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.719
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.865
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 0.53 0.27 0.500 86 5.72
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 3.23
TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 3.23
**************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
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============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1887.00 DOWNSTREAM(FEET) = 1880.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 178.00 CHANNEL SLOPE = 0.0393 CHANNEL FLOW THRU SUBAREA(CFS) = 3.23
FLOW VELOCITY(FEET/SEC) = 3.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 6.50
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 472.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.631
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 0.94 0.27 0.500 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.94 SUBAREA RUNOFF(CFS) = 5.51
EFFECTIVE AREA(ACRES) = 1.47 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 8.62
**************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1880.00 DOWNSTREAM(FEET) = 1858.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.0514 CHANNEL FLOW THRU SUBAREA(CFS) = 8.62
FLOW VELOCITY(FEET/SEC) = 5.46 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 7.81
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 803.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.81
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.240
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
Meyers Creek – Existing Condition 2024

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RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.79 0.74 0.500 52
APARTMENTS C 0.92 0.27 0.200 86
COMMERCIAL A 0.02 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.59
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.336
SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 9.39
EFFECTIVE AREA(ACRES) = 3.20 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.41 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 17.50
**************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 3 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0050
STREET LENGTH(FEET) = 189.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 25.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.90 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.66 FLOOD WIDTH(FEET) = 25.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.78
SPLIT DEPTH(FEET) = 0.40 SPLIT FLOOD WIDTH(FEET) = 12.07 SPLIT FLOW(CFS) = 2.97 SPLIT VELOCITY(FEET/SEC.) = 1.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 25.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.83
STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 8.94
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.902
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" A 0.98 0.74 0.500 52
COMMERCIAL A 0.37 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
Packet Page. 717
Meyers Creek – Existing Condition 2024

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SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.391
SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 6.81
EFFECTIVE AREA(ACRES) = 4.55 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.51 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 4.6 PEAK FLOW RATE(CFS) = 23.33
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 25.00 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.83 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 1089.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 805.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 5 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0370
STREET LENGTH(FEET) = 695.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 20.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.59
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.69
STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 10.70
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.376
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" A 1.10 0.74 0.500 52
COMMERCIAL A 0.88 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.322
SUBAREA AREA(ACRES) = 1.97 SUBAREA RUNOFF(CFS) = 9.12
EFFECTIVE AREA(ACRES) = 6.52 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 6.5 PEAK FLOW RATE(CFS) = 30.29
Meyers Creek – Existing Condition 2024

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END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.77 FLOW VELOCITY(FEET/SEC.) = 6.73 DEPTH*VELOCITY(FT*FT/SEC.) = 3.86 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 805.00 = 1784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 805.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 284.00
ELEVATION DATA: UPSTREAM(FEET) = 1863.00 DOWNSTREAM(FEET) = 1851.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.483
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.936
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" A 0.43 0.74 0.500 52 7.02
COMMERCIAL A 0.01 0.74 0.100 52 5.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.491
SUBAREA RUNOFF(CFS) = 2.57
TOTAL AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) = 2.57
**************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1851.00 DOWNSTREAM(FEET) = 1843.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 194.00 CHANNEL SLOPE = 0.0412 CHANNEL FLOW THRU SUBAREA(CFS) = 2.57
FLOW VELOCITY(FEET/SEC) = 3.69 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 6.36
LONGEST FLOWPATH FROM NODE 900.00 TO NODE 902.00 = 478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 902.00 IS CODE = 81 Packet Page. 718
Meyers Creek – Existing Condition 2024

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---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.36
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.673
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" A 0.64 0.74 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 3.62
EFFECTIVE AREA(ACRES) = 1.07 AREA-AVERAGED Fm(INCH/HR) = 0.37 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 6.09
**************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 903.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1843.00 DOWNSTREAM(FEET) = 1838.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 128.00 CHANNEL SLOPE = 0.0391 CHANNEL FLOW THRU SUBAREA(CFS) = 6.09
FLOW VELOCITY(FEET/SEC) = 4.37 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 6.85
LONGEST FLOWPATH FROM NODE 900.00 TO NODE 903.00 = 606.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 903.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.527
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" A 0.74 0.74 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.74 SUBAREA RUNOFF(CFS) = 4.10
EFFECTIVE AREA(ACRES) = 1.81 AREA-AVERAGED Fm(INCH/HR) = 0.37 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 10.05
**************************************************************************** Meyers Creek – Existing Condition 2024

Page 64 of 81 ends

FLOW PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1838.00 DOWNSTREAM(FEET) = 1834.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 173.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 10.05
FLOW VELOCITY(FEET/SEC) = 3.81 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 7.61
LONGEST FLOWPATH FROM NODE 900.00 TO NODE 904.00 = 779.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 904.00 TO NODE 904.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.61
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.301
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" A 1.31 0.74 0.500 52
COMMERCIAL A 0.06 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.481
SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) = 7.34
EFFECTIVE AREA(ACRES) = 3.19 AREA-AVERAGED Fm(INCH/HR) = 0.36 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 17.03
**************************************************************************** FLOW PROCESS FROM NODE 904.00 TO NODE 905.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1834.00 DOWNSTREAM(FEET) = 1832.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 63.00 CHANNEL SLOPE = 0.0317 CHANNEL FLOW THRU SUBAREA(CFS) = 17.03
FLOW VELOCITY(FEET/SEC) = 5.11 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 7.81
LONGEST FLOWPATH FROM NODE 900.00 TO NODE 905.00 = 842.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ Packet Page. 719
Meyers Creek – Existing Condition 2024

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MAINLINE Tc(MIN.) = 7.81
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.239
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" A 0.61 0.74 0.500 52
COMMERCIAL A 0.24 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.386
SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 4.54
EFFECTIVE AREA(ACRES) = 4.03 AREA-AVERAGED Fm(INCH/HR) = 0.35 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 21.39
**************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 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.) = 7.81
RAINFALL INTENSITY(INCH/HR) = 6.24
AREA-AVERAGED Fm(INCH/HR) = 0.35
AREA-AVERAGED Fp(INCH/HR) = 0.74
AREA-AVERAGED Ap = 0.47
EFFECTIVE STREAM AREA(ACRES) = 4.03
TOTAL STREAM AREA(ACRES) = 4.03
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.39
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 298.00
ELEVATION DATA: UPSTREAM(FEET) = 1859.00 DOWNSTREAM(FEET) = 1844.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.907
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.510
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" A 0.86 0.74 0.500 52 6.91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
Meyers Creek – Existing Condition 2024

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SUBAREA RUNOFF(CFS) = 4.75
TOTAL AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) = 4.75
**************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 905.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1844.00 DOWNSTREAM(FEET) = 1832.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 375.00 CHANNEL SLOPE = 0.0320 CHANNEL FLOW THRU SUBAREA(CFS) = 4.75
FLOW VELOCITY(FEET/SEC) = 3.73 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 8.58
LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 905.00 = 673.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.009
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.09 0.74 0.500 52
COMMERCIAL A 0.01 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.495
SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 5.62
EFFECTIVE AREA(ACRES) = 1.97 AREA-AVERAGED Fm(INCH/HR) = 0.37 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 9.98
**************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 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.) = 8.58
RAINFALL INTENSITY(INCH/HR) = 6.01
AREA-AVERAGED Fm(INCH/HR) = 0.37
AREA-AVERAGED Fp(INCH/HR) = 0.74
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 1.97
Packet Page. 720
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TOTAL STREAM AREA(ACRES) = 1.97
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.98
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.39 7.81 6.239 0.74( 0.35) 0.47 4.0 900.00
2 9.98 8.58 6.009 0.74( 0.37) 0.50 2.0 1000.00

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 30.84 7.81 6.239 0.74( 0.35) 0.48 5.8 900.00
2 30.53 8.58 6.009 0.74( 0.35) 0.48 6.0 1000.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 30.84 Tc(MIN.) = 7.81
EFFECTIVE AREA(ACRES) = 5.82 AREA-AVERAGED Fm(INCH/HR) = 0.35 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 6.0
LONGEST FLOWPATH FROM NODE 900.00 TO NODE 905.00 = 842.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 805.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0100
STREET LENGTH(FEET) = 172.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.87 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 18.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66
Meyers Creek – Existing Condition 2024

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PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.95
STREET FLOW TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 8.59
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.005
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.01 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.05
EFFECTIVE AREA(ACRES) = 5.83 AREA-AVERAGED Fm(INCH/HR) = 0.35 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 6.0 PEAK FLOW RATE(CFS) = 30.84
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.64 FLOW VELOCITY(FEET/SEC.) = 3.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.96 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 805.00 = 1014.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 805.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.84 8.59 6.005 0.74( 0.35) 0.48 5.8 900.00
2 30.53 9.37 5.775 0.74( 0.35) 0.48 6.0 1000.00
LONGEST FLOWPATH FROM NODE 900.00 TO NODE 805.00 = 1014.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.29 10.70 5.376 0.57( 0.22) 0.38 6.5 800.00
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 805.00 = 1784.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 58.14 8.59 6.005 0.67( 0.29) 0.43 11.1 900.00
2 59.10 9.37 5.775 0.67( 0.29) 0.43 11.7 1000.00
3 58.58 10.70 5.376 0.66( 0.28) 0.43 12.5 800.00
TOTAL AREA(ACRES) = 12.5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 59.10 Tc(MIN.) = 9.365
EFFECTIVE AREA(ACRES) = 11.72 AREA-AVERAGED Fm(INCH/HR) = 0.29 Packet Page. 721
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AREA-AVERAGED Fp(INCH/HR) = 0.67 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 12.5
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 805.00 = 1784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 805.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 806.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 3 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0370
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) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 64.75 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.66 FLOOD WIDTH(FEET) = 25.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 7.57
SPLIT DEPTH(FEET) = 0.48 SPLIT FLOOD WIDTH(FEET) = 16.05 SPLIT FLOW(CFS) = 15.98 SPLIT VELOCITY(FEET/SEC.) = 5.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 25.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.57
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.99
STREET FLOW TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 10.03
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.577
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" A 1.91 0.74 0.500 52
COMMERCIAL A 0.47 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.421
Meyers Creek – Existing Condition 2024

Page 70 of 81 ends

SUBAREA AREA(ACRES) = 2.38 SUBAREA RUNOFF(CFS) = 11.30
EFFECTIVE AREA(ACRES) = 14.10 AREA-AVERAGED Fm(INCH/HR) = 0.29 AREA-AVERAGED Fp(INCH/HR) = 0.68 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 14.9 PEAK FLOW RATE(CFS) = 67.10
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 25.00 FLOW VELOCITY(FEET/SEC.) = 7.57 DEPTH*VELOCITY(FT*FT/SEC.) = 4.99 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 806.00 = 2084.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 807.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 6 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0330
STREET LENGTH(FEET) = 273.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 71.41 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.31
STREET FLOW TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 10.66
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.388
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" A 1.72 0.74 0.500 52
COMMERCIAL A 0.18 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.462
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 8.61
EFFECTIVE AREA(ACRES) = 16.00 AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.69 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 16.8 PEAK FLOW RATE(CFS) = 73.31
Packet Page. 722
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END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET/SEC.) = 7.27 DEPTH*VELOCITY(FT*FT/SEC.) = 4.39 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 73.52 9.89 5.619 0.69( 0.30) 0.43 15.4 900.00
2 73.31 10.66 5.388 0.69( 0.30) 0.43 16.0 1000.00
3 71.05 12.00 4.988 0.68( 0.29) 0.43 16.8 800.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 73.52 Tc(MIN.) = 9.89
AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.69 AREA-AVERAGED Ap = 0.43 EFFECTIVE AREA(ACRES) = 15.35
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 807.00 = 2357.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 808.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 3 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0260
STREET LENGTH(FEET) = 804.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 25.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 79.50 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.66 FLOOD WIDTH(FEET) = 25.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 6.35
SPLIT DEPTH(FEET) = 0.65 SPLIT FLOOD WIDTH(FEET) = 24.41 SPLIT FLOW(CFS) = 38.62 SPLIT VELOCITY(FEET/SEC.) = 6.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 25.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.35
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.18
STREET FLOW TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 12.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.988
SUBAREA LOSS RATE DATA(AMC III):

Meyers Creek – Existing Condition 2024

Page 72 of 81 ends

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.32 0.74 0.500 52
COMMERCIAL A 0.52 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.427
SUBAREA AREA(ACRES) = 2.84 SUBAREA RUNOFF(CFS) = 11.95
EFFECTIVE AREA(ACRES) = 18.20 AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.70 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 19.7 PEAK FLOW RATE(CFS) = 76.75
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 25.00 FLOW VELOCITY(FEET/SEC.) = 6.35 DEPTH*VELOCITY(FT*FT/SEC.) = 4.18 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 808.00 = 3161.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0420
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 18.50
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 76.75
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.04
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 115.00 = 3206.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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 76.75 12.04 4.976 0.70( 0.30) 0.43 18.2 900.00
2 75.59 12.81 4.745 0.70( 0.30) 0.43 18.8 1000.00
3 71.83 14.15 4.345 0.69( 0.30) 0.43 19.7 800.00
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 115.00 = 3206.00 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 1903.08 11.76 5.057 0.28( 0.22) 0.80 375.6 700.00
Packet Page. 723
Meyers Creek – Existing Condition 2024

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2 1908.41 11.84 5.034 0.28( 0.22) 0.80 378.6 1300.00
3 1914.41 11.93 5.007 0.28( 0.22) 0.80 382.1 1400.00
4 1931.98 12.20 4.927 0.28( 0.22) 0.80 392.3 1500.00
5 1954.96 12.56 4.820 0.28( 0.22) 0.80 405.8 1600.00
6 2037.23 13.87 4.428 0.28( 0.22) 0.80 454.7 1100.00
7 2041.45 14.00 4.388 0.28( 0.22) 0.80 459.7 200.00
8 2043.68 14.08 4.366 0.28( 0.22) 0.80 462.4 600.00
9 2056.58 14.85 4.134 0.28( 0.22) 0.80 489.3 100.00
10 2094.92 17.40 3.922 0.27( 0.22) 0.82 573.6 1105.00
11 2098.07 18.90 3.817 0.27( 0.22) 0.82 609.0 500.00
12 2307.52 26.18 3.307 0.26( 0.21) 0.83 777.4 300.00
13 2305.99 26.54 3.283 0.26( 0.21) 0.83 782.7 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 115.00 = 6429.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1979.40 11.76 5.057 0.29( 0.23) 0.78 393.4 700.00
2 1984.86 11.84 5.034 0.29( 0.23) 0.78 396.5 1300.00
3 1991.00 11.93 5.007 0.29( 0.23) 0.78 400.1 1400.00
4 1997.96 12.04 4.976 0.29( 0.23) 0.78 404.2 900.00
5 2008.48 12.20 4.927 0.29( 0.23) 0.78 410.6 1500.00
6 2030.93 12.56 4.820 0.29( 0.23) 0.78 424.4 1600.00
7 2046.34 12.81 4.745 0.29( 0.23) 0.78 434.0 1000.00
8 2109.84 13.87 4.428 0.29( 0.23) 0.79 474.2 1100.00
9 2113.69 14.00 4.388 0.29( 0.23) 0.79 479.2 200.00
10 2115.71 14.08 4.366 0.29( 0.23) 0.79 482.1 600.00
11 2116.68 14.15 4.345 0.29( 0.23) 0.79 484.5 800.00
12 2124.67 14.85 4.134 0.29( 0.23) 0.79 508.9 100.00
13 2159.25 17.40 3.922 0.28( 0.22) 0.80 593.3 1105.00
14 2160.53 18.90 3.817 0.28( 0.22) 0.81 628.6 500.00
15 2360.95 26.18 3.307 0.26( 0.22) 0.82 797.0 300.00
16 2358.97 26.54 3.283 0.26( 0.21) 0.82 802.3 400.00
TOTAL AREA(ACRES) = 802.3
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 2360.95 Tc(MIN.) = 26.180
EFFECTIVE AREA(ACRES) = 797.03 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 802.3
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 115.00 = 6429.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 37 Meyers Creek – Existing Condition 2024

Page 74 of 81 ends

---------------------------------------------------------------------------- >>>>>COMPUTE CULVERT TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED CULVERT SIZE<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.014
Notes:

1. Reference: "Hydraulic Charts for the Selection of
Highway Culverts", Hydraulic Engineering Circular No. 5, December 1965, Federal Highway Administration.

2. INLET control for all Culvert Analysis.

3. Headwater depth is ASSUMED to be 3 FEET above the culvert soffit.

GIVEN BOX CULVERT HEIGHT(FEET) = 12.00
ESTIMATED BOX CULVERT BASEWIDTH(FEET) = 14.76
CULVERT-FLOW VELOCITY(FEET/SEC.) = 13.33
CULVERT-FLOW(CFS) = 2360.95
CULVERT-FLOW TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 26.23
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 116.00 = 6473.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 26.23
RAINFALL INTENSITY(INCH/HR) = 3.30
AREA-AVERAGED Fm(INCH/HR) = 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.26
AREA-AVERAGED Ap = 0.82
EFFECTIVE STREAM AREA(ACRES) = 797.03
TOTAL STREAM AREA(ACRES) = 802.32
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2360.95
**************************************************************************** FLOW PROCESS FROM NODE 1200.00 TO NODE 1201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 287.00
ELEVATION DATA: UPSTREAM(FEET) = 1858.00 DOWNSTREAM(FEET) = 1252.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 7.080
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.)
Packet Page. 724
Meyers Creek – Existing Condition 2024

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SCHOOL A 0.68 0.74 0.600 52 5.00
COMMERCIAL A 0.03 0.74 0.100 52 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.582
SUBAREA RUNOFF(CFS) = 4.21
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 4.21
**************************************************************************** FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 3 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0440
STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 25.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 10.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.92
STREET FLOW TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 5.52
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.923
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL A 0.57 0.74 0.600 52
COMMERCIAL A 0.39 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.396
SUBAREA AREA(ACRES) = 0.97 SUBAREA RUNOFF(CFS) = 5.78
EFFECTIVE AREA(ACRES) = 1.67 AREA-AVERAGED Fm(INCH/HR) = 0.35 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 9.89
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.70 FLOW VELOCITY(FEET/SEC.) = 5.49 DEPTH*VELOCITY(FT*FT/SEC.) = 2.26 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1202.00 = 447.00 FEET.

Meyers Creek – Existing Condition 2024

Page 76 of 81 ends

**************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1203.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 3 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0380
STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 25.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 15.51
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.73
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.68
STREET FLOW TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 6.13
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.741
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL A 1.54 0.74 0.600 52
COMMERCIAL A 0.20 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.543
SUBAREA AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 9.94
EFFECTIVE AREA(ACRES) = 3.41 AREA-AVERAGED Fm(INCH/HR) = 0.38 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 19.55
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 17.30 FLOW VELOCITY(FEET/SEC.) = 6.14 DEPTH*VELOCITY(FT*FT/SEC.) = 3.10 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1203.00 = 657.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1203.00 TO NODE 1204.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 4 USED)<<<<<
Packet Page. 725
Meyers Creek – Existing Condition 2024

Page 77 of 81 ends

============================================================================ REPRESENTATIVE SLOPE = 0.0350
STREET LENGTH(FEET) = 594.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 20.28
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.63
STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 7.67
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.280
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL A 1.08 0.74 0.600 52
PUBLIC PARK A 1.10 0.74 0.850 52
COMMERCIAL A 0.89 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.546
SUBAREA AREA(ACRES) = 3.07 SUBAREA RUNOFF(CFS) = 16.21
EFFECTIVE AREA(ACRES) = 6.48 AREA-AVERAGED Fm(INCH/HR) = 0.39 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 6.5 PEAK FLOW RATE(CFS) = 34.35
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 22.04 FLOW VELOCITY(FEET/SEC.) = 6.80 DEPTH*VELOCITY(FT*FT/SEC.) = 4.08 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1204.00 = 1251.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 4 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0330
STREET LENGTH(FEET) = 455.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
Meyers Creek – Existing Condition 2024

Page 78 of 81 ends

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 23.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.30
STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 8.78
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.950
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK A 1.39 0.74 0.850 52
COMMERCIAL A 0.46 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.662
SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 9.08
EFFECTIVE AREA(ACRES) = 8.33 AREA-AVERAGED Fm(INCH/HR) = 0.41 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 8.3 PEAK FLOW RATE(CFS) = 41.50
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 23.99 FLOW VELOCITY(FEET/SEC.) = 6.98 DEPTH*VELOCITY(FT*FT/SEC.) = 4.45 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1205.00 = 1706.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1205.00 TO NODE 1206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 4 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0240
STREET LENGTH(FEET) = 491.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Packet Page. 726
Meyers Creek – Existing Condition 2024

Page 79 of 81 ends

Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 42.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.68
HALFSTREET FLOOD WIDTH(FEET) = 26.02
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.22
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.20
STREET FLOW TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 10.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.556
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK A 0.03 0.74 0.850 52
COMMERCIAL A 0.49 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.144
SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 2.53
EFFECTIVE AREA(ACRES) = 8.84 AREA-AVERAGED Fm(INCH/HR) = 0.40 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 8.8 PEAK FLOW RATE(CFS) = 41.50
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 25.61 FLOW VELOCITY(FEET/SEC.) = 6.18 DEPTH*VELOCITY(FT*FT/SEC.) = 4.13 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1206.00 = 2197.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1206.00 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.1640
FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 27.23
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.50
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.14
LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 116.00 = 2264.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ Meyers Creek – Existing Condition 2024

Page 80 of 81 ends

TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 10.14
RAINFALL INTENSITY(INCH/HR) = 5.54
AREA-AVERAGED Fm(INCH/HR) = 0.40
AREA-AVERAGED Fp(INCH/HR) = 0.74
AREA-AVERAGED Ap = 0.53
EFFECTIVE STREAM AREA(ACRES) = 8.84
TOTAL STREAM AREA(ACRES) = 8.84
PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.50
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1979.40 11.82 5.041 0.29( 0.23) 0.78 393.4 700.00
1 1984.86 11.90 5.018 0.29( 0.23) 0.78 396.5 1300.00
1 1991.00 11.99 4.991 0.29( 0.23) 0.78 400.1 1400.00
1 1997.96 12.09 4.960 0.29( 0.23) 0.78 404.2 900.00
1 2008.48 12.26 4.910 0.29( 0.23) 0.78 410.6 1500.00
1 2030.93 12.61 4.803 0.29( 0.23) 0.78 424.4 1600.00
1 2046.34 12.87 4.728 0.29( 0.23) 0.78 434.0 1000.00
1 2109.84 13.92 4.412 0.29( 0.23) 0.79 474.2 1100.00
1 2113.69 14.06 4.372 0.29( 0.23) 0.79 479.2 200.00
1 2115.71 14.13 4.349 0.29( 0.23) 0.79 482.1 600.00
1 2116.68 14.20 4.328 0.29( 0.23) 0.79 484.5 800.00
1 2124.67 14.91 4.117 0.29( 0.23) 0.79 508.9 100.00
1 2159.25 17.46 3.918 0.28( 0.22) 0.80 593.3 1105.00
1 2160.53 18.96 3.813 0.28( 0.22) 0.81 628.6 500.00
1 2360.95 26.23 3.304 0.26( 0.22) 0.82 797.0 300.00
1 2358.97 26.59 3.279 0.26( 0.21) 0.82 802.3 400.00
2 41.50 10.14 5.544 0.74( 0.40) 0.53 8.8 1200.00

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 1916.54 10.14 5.544 0.30( 0.23) 0.77 346.2 1200.00
2 2016.85 11.82 5.041 0.30( 0.23) 0.78 402.3 700.00
3 2022.12 11.90 5.018 0.30( 0.23) 0.78 405.4 1300.00
4 2028.05 11.99 4.991 0.30( 0.23) 0.78 409.0 1400.00
5 2034.75 12.09 4.960 0.30( 0.23) 0.78 413.1 900.00
6 2044.88 12.26 4.910 0.30( 0.23) 0.78 419.5 1500.00
7 2066.46 12.61 4.803 0.30( 0.23) 0.78 433.2 1600.00
8 2081.27 12.87 4.728 0.30( 0.23) 0.78 442.8 1000.00
9 2142.22 13.92 4.412 0.29( 0.23) 0.78 483.0 1100.00
10 2145.74 14.06 4.372 0.29( 0.23) 0.78 488.1 200.00
11 2147.58 14.13 4.349 0.29( 0.23) 0.78 490.9 600.00
12 2148.39 14.20 4.328 0.29( 0.23) 0.78 493.4 800.00
Packet Page. 727
Meyers Creek – Existing Condition 2024

Page 81 of 81 ends

13 2154.67 14.91 4.117 0.29( 0.23) 0.79 517.8 100.00
14 2187.65 17.46 3.918 0.28( 0.23) 0.80 602.1 1105.00
15 2188.08 18.96 3.813 0.28( 0.22) 0.80 637.5 500.00
16 2384.39 26.23 3.304 0.27( 0.22) 0.82 805.9 300.00
17 2382.22 26.59 3.279 0.27( 0.22) 0.82 811.2 400.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 2384.39 Tc(MIN.) = 26.23
EFFECTIVE AREA(ACRES) = 805.88 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 811.2
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 116.00 = 6473.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 811.2 TC(MIN.) = 26.23
EFFECTIVE AREA(ACRES) = 805.88 AREA-AVERAGED Fm(INCH/HR)= 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.817 PEAK FLOW RATE(CFS) = 2384.39
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1916.54 10.14 5.544 0.30( 0.23) 0.77 346.2 1200.00
2 2016.85 11.82 5.041 0.30( 0.23) 0.78 402.3 700.00
3 2022.12 11.90 5.018 0.30( 0.23) 0.78 405.4 1300.00
4 2028.05 11.99 4.991 0.30( 0.23) 0.78 409.0 1400.00
5 2034.75 12.09 4.960 0.30( 0.23) 0.78 413.1 900.00
6 2044.88 12.26 4.910 0.30( 0.23) 0.78 419.5 1500.00
7 2066.46 12.61 4.803 0.30( 0.23) 0.78 433.2 1600.00
8 2081.27 12.87 4.728 0.30( 0.23) 0.78 442.8 1000.00
9 2142.22 13.92 4.412 0.29( 0.23) 0.78 483.0 1100.00
10 2145.74 14.06 4.372 0.29( 0.23) 0.78 488.1 200.00
11 2147.58 14.13 4.349 0.29( 0.23) 0.78 490.9 600.00
12 2148.39 14.20 4.328 0.29( 0.23) 0.78 493.4 800.00
13 2154.67 14.91 4.117 0.29( 0.23) 0.79 517.8 100.00
14 2187.65 17.46 3.918 0.28( 0.23) 0.80 602.1 1105.00
15 2188.08 18.96 3.813 0.28( 0.22) 0.80 637.5 500.00
16 2384.39 26.23 3.304 0.27( 0.22) 0.82 805.9 300.00
17 2382.22 26.59 3.279 0.27( 0.22) 0.82 811.2 400.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Packet Page. 728
10YR-FUTURE-UPPERTRIB-A-SAUH.docx Page 1 of 18
____________________________________________________________________________ ****************************************************************************

F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:

************************** DESCRIPTION OF STUDY ************************** * HYDROLOGY STUDY - MEYERS CREEK *
* SAUH - 10-YR - SUBAREA A *
* 4/3/2024 *
************************************************************************** FILE NAME: UTA10.DAT
TIME/DATE OF STUDY: 14:48 07/23/2024
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 7478.000 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 5123.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 1282.000 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 186.000 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.297 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.

THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.

VALLEY(UNDEVELOPED)/DESERT S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.520
LOW LOSS FRACTION = 0.480
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.39
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.00
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.53
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.70
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.94
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 7.89
Meyers Creek –Upper Tributary A 2024

Page 2 of 18 ends

*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.991
30-MINUTE FACTOR = 0.991
1-HOUR FACTOR = 0.991
3-HOUR FACTOR = 0.999
6-HOUR FACTOR = 0.999
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 28.046
============================================================================

UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH

NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.620 58.932
2 11.678 203.763
3 28.386 375.839
4 48.313 448.233
5 62.024 308.418
6 70.028 180.051
7 75.373 120.233
8 79.325 88.897
9 82.431 69.866
10 85.002 57.827
11 87.086 46.877
12 88.796 38.473
13 90.343 34.806
14 91.649 29.381
15 92.765 25.105
16 93.794 23.134
17 94.669 19.693
18 95.494 18.554
19 96.209 16.079
20 96.755 12.291
21 97.300 12.250
22 97.836 12.071
23 98.144 6.911
24 98.345 4.530
25 98.547 4.530
26 98.748 4.521
27 98.949 4.530
28 99.150 4.527
29 99.351 4.527
Packet Page. 729
Meyers Creek –Upper Tributary A 2024

Page 3 of 18 ends

30 99.553 4.527
31 99.754 4.527
32 99.955 4.527
33 100.000 1.007
Meyers Creek –Upper Tributary A 2024

Page 4 of 18 ends

****************************************************************************

UNIT UNIT UNIT EFFECTIVE

PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0138 0.0066 0.0072
2 0.0138 0.0066 0.0072
3 0.0138 0.0066 0.0072
4 0.0139 0.0066 0.0072
5 0.0139 0.0067 0.0072
6 0.0139 0.0067 0.0072
7 0.0140 0.0067 0.0073
8 0.0140 0.0067 0.0073
9 0.0141 0.0067 0.0073
10 0.0141 0.0068 0.0073
11 0.0141 0.0068 0.0073
12 0.0142 0.0068 0.0074
13 0.0142 0.0068 0.0074
14 0.0142 0.0068 0.0074
15 0.0143 0.0069 0.0074
16 0.0143 0.0069 0.0074
17 0.0144 0.0069 0.0075
18 0.0144 0.0069 0.0075
19 0.0144 0.0069 0.0075
20 0.0145 0.0069 0.0075
21 0.0145 0.0070 0.0076
22 0.0146 0.0070 0.0076
23 0.0146 0.0070 0.0076
24 0.0146 0.0070 0.0076
25 0.0147 0.0071 0.0076
26 0.0147 0.0071 0.0077
27 0.0148 0.0071 0.0077
28 0.0148 0.0071 0.0077
29 0.0149 0.0071 0.0077
30 0.0149 0.0072 0.0078
31 0.0150 0.0072 0.0078
32 0.0150 0.0072 0.0078
33 0.0151 0.0072 0.0078
34 0.0151 0.0072 0.0079
35 0.0152 0.0073 0.0079
36 0.0152 0.0073 0.0079
37 0.0153 0.0073 0.0079
38 0.0153 0.0073 0.0080
39 0.0154 0.0074 0.0080
40 0.0154 0.0074 0.0080
41 0.0155 0.0074 0.0080
42 0.0155 0.0074 0.0081
43 0.0156 0.0075 0.0081
44 0.0156 0.0075 0.0081
45 0.0157 0.0075 0.0081
Packet Page. 730
Meyers Creek –Upper Tributary A 2024

Page 5 of 18 ends

46 0.0157 0.0075 0.0082
47 0.0158 0.0076 0.0082
48 0.0158 0.0076 0.0082
49 0.0159 0.0076 0.0083
50 0.0159 0.0076 0.0083
51 0.0160 0.0077 0.0083
52 0.0160 0.0077 0.0083
53 0.0161 0.0077 0.0084
54 0.0161 0.0077 0.0084
55 0.0162 0.0078 0.0084
56 0.0163 0.0078 0.0085
57 0.0163 0.0078 0.0085
58 0.0164 0.0079 0.0085
59 0.0165 0.0079 0.0086
60 0.0165 0.0079 0.0086
61 0.0166 0.0080 0.0086
62 0.0166 0.0080 0.0086
63 0.0167 0.0080 0.0087
64 0.0168 0.0080 0.0087
65 0.0168 0.0081 0.0088
66 0.0169 0.0081 0.0088
67 0.0170 0.0081 0.0088
68 0.0170 0.0082 0.0089
69 0.0171 0.0082 0.0089
70 0.0172 0.0082 0.0089
71 0.0173 0.0083 0.0090
72 0.0173 0.0083 0.0090
73 0.0174 0.0083 0.0090
74 0.0174 0.0084 0.0091
75 0.0175 0.0084 0.0091
76 0.0176 0.0084 0.0091
77 0.0177 0.0085 0.0092
78 0.0177 0.0085 0.0092
79 0.0178 0.0086 0.0093
80 0.0179 0.0086 0.0093
81 0.0180 0.0086 0.0094
82 0.0181 0.0087 0.0094
83 0.0182 0.0087 0.0094
84 0.0182 0.0087 0.0095
85 0.0183 0.0088 0.0095
86 0.0184 0.0088 0.0096
87 0.0185 0.0089 0.0096
88 0.0186 0.0089 0.0097
89 0.0187 0.0090 0.0097
90 0.0187 0.0090 0.0097
91 0.0189 0.0091 0.0098
92 0.0189 0.0091 0.0098
93 0.0191 0.0091 0.0099
94 0.0191 0.0092 0.0099
95 0.0192 0.0092 0.0100
Meyers Creek –Upper Tributary A 2024

Page 6 of 18 ends

96 0.0193 0.0093 0.0100
97 0.0194 0.0093 0.0101
98 0.0195 0.0094 0.0101
99 0.0197 0.0094 0.0102
100 0.0197 0.0095 0.0103
101 0.0199 0.0095 0.0103
102 0.0199 0.0096 0.0104
103 0.0201 0.0096 0.0104
104 0.0202 0.0097 0.0105
105 0.0203 0.0097 0.0106
106 0.0204 0.0098 0.0106
107 0.0205 0.0099 0.0107
108 0.0206 0.0099 0.0107
109 0.0208 0.0100 0.0108
110 0.0209 0.0100 0.0109
111 0.0210 0.0101 0.0109
112 0.0211 0.0101 0.0110
113 0.0213 0.0102 0.0111
114 0.0214 0.0103 0.0111
115 0.0216 0.0104 0.0112
116 0.0217 0.0104 0.0113
117 0.0219 0.0105 0.0114
118 0.0220 0.0105 0.0114
119 0.0222 0.0106 0.0115
120 0.0223 0.0107 0.0116
121 0.0225 0.0108 0.0117
122 0.0226 0.0108 0.0117
123 0.0228 0.0109 0.0118
124 0.0229 0.0110 0.0119
125 0.0231 0.0111 0.0120
126 0.0232 0.0111 0.0121
127 0.0235 0.0113 0.0122
128 0.0236 0.0113 0.0123
129 0.0238 0.0114 0.0124
130 0.0239 0.0115 0.0125
131 0.0242 0.0116 0.0126
132 0.0243 0.0117 0.0127
133 0.0246 0.0118 0.0128
134 0.0247 0.0119 0.0129
135 0.0250 0.0120 0.0130
136 0.0252 0.0121 0.0131
137 0.0255 0.0122 0.0132
138 0.0256 0.0123 0.0133
139 0.0259 0.0125 0.0135
140 0.0261 0.0125 0.0136
141 0.0264 0.0127 0.0137
142 0.0266 0.0128 0.0138
143 0.0270 0.0129 0.0140
144 0.0271 0.0130 0.0141
145 0.0299 0.0144 0.0155
Packet Page. 731
Meyers Creek –Upper Tributary A 2024

Page 7 of 18 ends

146 0.0301 0.0144 0.0156
147 0.0305 0.0146 0.0159
148 0.0307 0.0147 0.0160
149 0.0311 0.0149 0.0162
150 0.0313 0.0150 0.0163
151 0.0318 0.0153 0.0165
152 0.0320 0.0154 0.0167
153 0.0325 0.0156 0.0169
154 0.0328 0.0157 0.0170
155 0.0333 0.0160 0.0173
156 0.0336 0.0161 0.0174
157 0.0341 0.0164 0.0177
158 0.0344 0.0165 0.0179
159 0.0350 0.0168 0.0182
160 0.0353 0.0170 0.0184
161 0.0360 0.0173 0.0187
162 0.0364 0.0175 0.0189
163 0.0371 0.0178 0.0193
164 0.0375 0.0180 0.0195
165 0.0383 0.0184 0.0199
166 0.0387 0.0186 0.0201
167 0.0396 0.0190 0.0206
168 0.0401 0.0192 0.0209
169 0.0395 0.0190 0.0206
170 0.0401 0.0192 0.0208
171 0.0412 0.0198 0.0214
172 0.0419 0.0201 0.0218
173 0.0432 0.0207 0.0225
174 0.0439 0.0211 0.0228
175 0.0455 0.0218 0.0236
176 0.0463 0.0222 0.0241
177 0.0481 0.0231 0.0250
178 0.0491 0.0236 0.0255
179 0.0514 0.0247 0.0267
180 0.0526 0.0252 0.0273
181 0.0554 0.0266 0.0288
182 0.0569 0.0273 0.0296
183 0.0606 0.0291 0.0315
184 0.0626 0.0301 0.0326
185 0.0788 0.0378 0.0410
186 0.0817 0.0392 0.0425
187 0.0886 0.0425 0.0461
188 0.0931 0.0433 0.0497
189 0.0905 0.0433 0.0472
190 0.0997 0.0433 0.0563
191 0.1320 0.0433 0.0887
192 0.1700 0.0433 0.1266
193 0.3865 0.0433 0.3432
194 0.1123 0.0433 0.0690
195 0.0983 0.0433 0.0549
Meyers Creek –Upper Tributary A 2024

Page 8 of 18 ends

196 0.0848 0.0407 0.0441
197 0.0650 0.0312 0.0338
198 0.0587 0.0282 0.0305
199 0.0539 0.0259 0.0280
200 0.0502 0.0241 0.0261
201 0.0472 0.0226 0.0245
202 0.0447 0.0214 0.0232
203 0.0425 0.0204 0.0221
204 0.0407 0.0195 0.0211
205 0.0406 0.0195 0.0211
206 0.0392 0.0188 0.0204
207 0.0379 0.0182 0.0197
208 0.0367 0.0176 0.0191
209 0.0357 0.0171 0.0186
210 0.0347 0.0167 0.0181
211 0.0338 0.0162 0.0176
212 0.0330 0.0158 0.0172
213 0.0323 0.0155 0.0168
214 0.0316 0.0151 0.0164
215 0.0309 0.0148 0.0161
216 0.0303 0.0145 0.0158
217 0.0273 0.0131 0.0142
218 0.0268 0.0129 0.0139
219 0.0263 0.0126 0.0137
220 0.0258 0.0124 0.0134
221 0.0253 0.0122 0.0132
222 0.0249 0.0119 0.0129
223 0.0245 0.0117 0.0127
224 0.0241 0.0116 0.0125
225 0.0237 0.0114 0.0123
226 0.0233 0.0112 0.0121
227 0.0230 0.0110 0.0120
228 0.0227 0.0109 0.0118
229 0.0224 0.0107 0.0116
230 0.0221 0.0106 0.0115
231 0.0218 0.0104 0.0113
232 0.0215 0.0103 0.0112
233 0.0212 0.0102 0.0110
234 0.0210 0.0101 0.0109
235 0.0207 0.0099 0.0108
236 0.0205 0.0098 0.0106
237 0.0202 0.0097 0.0105
238 0.0200 0.0096 0.0104
239 0.0198 0.0095 0.0103
240 0.0196 0.0094 0.0102
241 0.0194 0.0093 0.0101
242 0.0192 0.0092 0.0100
243 0.0190 0.0091 0.0099
244 0.0188 0.0090 0.0098
245 0.0186 0.0089 0.0097
Packet Page. 732
Meyers Creek –Upper Tributary A 2024

Page 9 of 18 ends

246 0.0184 0.0089 0.0096
247 0.0183 0.0088 0.0095
248 0.0181 0.0087 0.0094
249 0.0180 0.0086 0.0093
250 0.0178 0.0085 0.0093
251 0.0176 0.0085 0.0092
252 0.0175 0.0084 0.0091
253 0.0173 0.0083 0.0090
254 0.0172 0.0083 0.0089
255 0.0171 0.0082 0.0089
256 0.0169 0.0081 0.0088
257 0.0168 0.0081 0.0087
258 0.0167 0.0080 0.0087
259 0.0165 0.0079 0.0086
260 0.0164 0.0079 0.0085
261 0.0163 0.0078 0.0085
262 0.0162 0.0078 0.0084
263 0.0161 0.0077 0.0084
264 0.0160 0.0077 0.0083
265 0.0158 0.0076 0.0082
266 0.0157 0.0076 0.0082
267 0.0156 0.0075 0.0081
268 0.0155 0.0075 0.0081
269 0.0154 0.0074 0.0080
270 0.0153 0.0074 0.0080
271 0.0152 0.0073 0.0079
272 0.0151 0.0073 0.0079
273 0.0150 0.0072 0.0078
274 0.0149 0.0072 0.0078
275 0.0149 0.0071 0.0077
276 0.0148 0.0071 0.0077
277 0.0147 0.0070 0.0076
278 0.0146 0.0070 0.0076
279 0.0145 0.0070 0.0075
280 0.0144 0.0069 0.0075
281 0.0143 0.0069 0.0075
282 0.0143 0.0068 0.0074
283 0.0142 0.0068 0.0074
284 0.0141 0.0068 0.0073
285 0.0140 0.0067 0.0073
286 0.0139 0.0067 0.0073
287 0.0139 0.0067 0.0072
288 0.0138 0.0066 0.0072
TOTAL STORM RAINFALL(INCHES) = 7.89
TOTAL SOIL-LOSS(INCHES) = 3.57
TOTAL EFFECTIVE RAINFALL(INCHES) = 4.32
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 55.2784
Meyers Creek –Upper Tributary A 2024

Page 10 of 18 ends

TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 66.9820
---------------------------------------------------------------------------- Packet Page. 733
Meyers Creek –Upper Tributary A 2024

Page 11 of 18 ends

============================================================================ 2 4 - H O U R S T O R M

R U N O F F H Y D R O G R A P H
============================================================================

HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0
----------------------------------------------------------------------------

0.083 0.0029 0.42 Q . . . .

0.167 0.0158 1.88 Q . . . .

0.250 0.0473 4.57 Q . . . .

0.333 0.1010 7.79 VQ . . . .

0.417 0.1699 10.01 VQ . . . .

0.500 0.2479 11.33 VQ . . . .

0.583 0.3321 12.22 VQ . . . .

0.667 0.4208 12.88 VQ . . . .

0.750 0.5132 13.42 VQ . . . .

0.833 0.6087 13.87 VQ . . . .

0.917 0.7068 14.24 VQ . . . .

1.000 0.8070 14.55 VQ . . . .

1.083 0.9092 14.84 VQ . . . .

1.167 1.0132 15.09 V Q . . . .

1.250 1.1186 15.31 V Q . . . .

1.333 1.2255 15.52 V Q . . . .

1.417 1.3337 15.70 V Q . . . .

1.500 1.4430 15.88 V Q . . . .

1.583 1.5535 16.04 V Q . . . .

1.667 1.6649 16.17 V Q . . . .

1.750 1.7772 16.31 .VQ . . . .

1.833 1.8904 16.44 .VQ . . . .

1.917 2.0042 16.53 .VQ . . . .

2.000 2.1186 16.61 .VQ . . . .

2.083 2.2336 16.69 .VQ . . . .

2.167 2.3491 16.77 .VQ . . . .

2.250 2.4652 16.86 .VQ . . . .

2.333 2.5819 16.94 .VQ . . . .

2.417 2.6991 17.02 .VQ . . . .

2.500 2.8169 17.10 .VQ . . . .

2.583 2.9353 17.19 .VQ . . . .

2.667 3.0542 17.27 .VQ . . . .

2.750 3.1735 17.33 .VQ . . . .

2.833 3.2932 17.38 .VQ . . . .

2.917 3.4133 17.43 . Q . . . .

3.000 3.5338 17.49 . Q . . . .

3.083 3.6546 17.54 . Q . . . .

3.167 3.7758 17.60 . Q . . . .

3.250 3.8973 17.65 . Q . . . .

Meyers Creek –Upper Tributary A 2024

Page 12 of 18 ends

3.333 4.0193 17.71 . Q . . . .

3.417 4.1416 17.76 . Q . . . .

3.500 4.2644 17.82 . Q . . . .

3.583 4.3875 17.88 . Q . . . .

3.667 4.5110 17.94 . Q . . . .

3.750 4.6349 17.99 . Q . . . .

3.833 4.7593 18.05 . Q . . . .

3.917 4.8840 18.11 . Q . . . .

4.000 5.0092 18.17 . Q . . . .

4.083 5.1347 18.23 . QV . . . .

4.167 5.2607 18.29 . QV . . . .

4.250 5.3872 18.36 . QV . . . .

4.333 5.5140 18.42 . QV . . . .

4.417 5.6413 18.48 . QV . . . .

4.500 5.7690 18.55 . QV . . . .

4.583 5.8972 18.61 . QV . . . .

4.667 6.0258 18.68 . QV . . . .

4.750 6.1549 18.74 . QV . . . .

4.833 6.2844 18.81 . QV . . . .

4.917 6.4144 18.88 . QV . . . .

5.000 6.5449 18.94 . QV . . . .

5.083 6.6758 19.01 . QV . . . .

5.167 6.8072 19.08 . Q V . . . .

5.250 6.9391 19.15 . Q V . . . .

5.333 7.0715 19.22 . Q V . . . .

5.417 7.2044 19.29 . Q V . . . .

5.500 7.3378 19.37 . Q V . . . .

5.583 7.4717 19.44 . Q V . . . .

5.667 7.6061 19.52 . Q V . . . .

5.750 7.7410 19.59 . Q V . . . .

5.833 7.8764 19.67 . Q V . . . .

5.917 8.0124 19.74 . Q V . . . .

6.000 8.1489 19.82 . Q V . . . .

6.083 8.2860 19.90 . Q V . . . .

6.167 8.4236 19.98 . Q V . . . .

6.250 8.5618 20.06 . Q V . . . .

6.333 8.7005 20.14 . Q V . . . .

6.417 8.8398 20.23 . Q V . . . .

6.500 8.9797 20.31 . Q V . . . .

6.583 9.1201 20.39 . Q V . . . .

6.667 9.2612 20.48 . Q V . . . .

6.750 9.4028 20.57 . Q V . . . .

6.833 9.5451 20.66 . Q V . . . .

6.917 9.6880 20.75 . Q V . . . .

7.000 9.8315 20.84 . Q V . . . .

7.083 9.9756 20.93 . Q V . . . .

7.167 10.1204 21.02 . Q V . . . .

7.250 10.2658 21.11 . Q V . . . .

7.333 10.4119 21.21 . Q V . . . .

7.417 10.5586 21.31 . Q V . . . .

Packet Page. 734
Meyers Creek –Upper Tributary A 2024

Page 13 of 18 ends

7.500 10.7061 21.41 . Q V . . . .

7.583 10.8542 21.51 . Q V . . . .

7.667 11.0030 21.61 . Q V . . . .

7.750 11.1525 21.71 . Q V . . . .

7.833 11.3027 21.81 . Q V . . . .

7.917 11.4536 21.92 . Q V . . . .

8.000 11.6053 22.02 . Q V . . . .

8.083 11.7578 22.13 . Q V . . . .

8.167 11.9110 22.24 . Q V . . . .

8.250 12.0649 22.35 . Q V . . . .

8.333 12.2197 22.47 . Q V . . . .

8.417 12.3752 22.58 . Q V . . . .

8.500 12.5315 22.70 . Q V . . . .

8.583 12.6887 22.82 . Q V . . . .

8.667 12.8467 22.94 . Q V . . . .

8.750 13.0055 23.06 . Q V . . . .

8.833 13.1652 23.19 . Q V . . . .

8.917 13.3258 23.31 . Q V . . . .

9.000 13.4873 23.44 . Q V . . . .

9.083 13.6496 23.58 . Q V . . . .

9.167 13.8129 23.71 . Q V . . . .

9.250 13.9771 23.84 . Q V . . . .

9.333 14.1423 23.98 . Q V . . . .

9.417 14.3084 24.12 . Q V . . . .

9.500 14.4756 24.27 . Q V . . . .

9.583 14.6437 24.41 . Q V . . . .

9.667 14.8128 24.56 . Q V . . . .

9.750 14.9830 24.71 . Q V . . . .

9.833 15.1542 24.86 . Q V. . . .

9.917 15.3266 25.02 . Q V. . . .

10.000 15.5000 25.18 . Q V. . . .

10.083 15.6745 25.34 . Q V. . . .

10.167 15.8502 25.51 . Q V. . . .

10.250 16.0271 25.68 . Q V. . . .

10.333 16.2051 25.85 . Q V. . . .

10.417 16.3844 26.03 . Q V. . . .

10.500 16.5649 26.21 . Q V. . . .

10.583 16.7466 26.39 . Q V . . .

10.667 16.9297 26.58 . Q V . . .

10.750 17.1141 26.77 . Q V . . .

10.833 17.2998 26.97 . Q V . . .

10.917 17.4869 27.17 . Q V . . .

11.000 17.6755 27.37 . Q V . . .

11.083 17.8654 27.58 . Q V . . .

11.167 18.0569 27.80 . Q V . . .

11.250 18.2499 28.02 . Q V . . .

11.333 18.4444 28.24 . Q .V . . .

11.417 18.6405 28.48 . Q .V . . .

11.500 18.8382 28.71 . Q .V . . .

11.583 19.0377 28.95 . Q .V . . .

Meyers Creek –Upper Tributary A 2024

Page 14 of 18 ends

11.667 19.2388 29.20 . Q .V . . .

11.750 19.4417 29.46 . Q .V . . .

11.833 19.6464 29.72 . Q .V . . .

11.917 19.8529 29.99 . Q .V . . .

12.000 20.0614 30.27 . Q .V . . .

12.083 20.2723 30.63 . Q . V . . .

12.167 20.4870 31.17 . Q . V . . .

12.250 20.7070 31.94 . Q . V . . .

12.333 20.9329 32.81 . Q . V . . .

12.417 21.1637 33.51 . Q . V . . .

12.500 21.3983 34.06 . Q . V . . .

12.583 21.6362 34.55 . Q . V . . .

12.667 21.8773 35.01 . Q . V . . .

12.750 22.1215 35.46 . Q . V . . .

12.833 22.3688 35.90 . Q . V . . .

12.917 22.6191 36.34 . Q . V . . .

13.000 22.8725 36.79 . Q . V . . .

13.083 23.1290 37.25 . Q . V . . .

13.167 23.3888 37.72 . Q . V . . .

13.250 23.6518 38.19 . Q . V . . .

13.333 23.9182 38.68 . Q . V . . .

13.417 24.1881 39.19 . Q . V . . .

13.500 24.4616 39.71 . Q . V . . .

13.583 24.7388 40.25 . Q . V . . .

13.667 25.0199 40.81 . Q . V . . .

13.750 25.3050 41.40 . Q . V . . .

13.833 25.5943 42.01 . Q . V . . .

13.917 25.8880 42.64 . Q . V . . .

14.000 26.1863 43.31 . Q . V . . .

14.083 26.4890 43.95 . Q . V . . .

14.167 26.7956 44.52 . Q . V . . .

14.250 27.1054 44.99 . Q . V . . .

14.333 27.4184 45.44 . Q . V . . .

14.417 27.7356 46.06 . Q . V . . .

14.500 28.0582 46.84 . Q . V . . .

14.583 28.3869 47.73 . Q . V . . .

14.667 28.7225 48.72 . Q . V . . .

14.750 29.0654 49.80 . Q . V . . .

14.833 29.4165 50.97 . Q . V . . .

14.917 29.7764 52.25 . Q . V . . .

15.000 30.1460 53.67 . Q . V . . .

15.083 30.5262 55.21 . Q . V . . .

15.167 30.9183 56.93 . Q . V . . .

15.250 31.3235 58.84 . Q . V . . .

15.333 31.7435 60.98 . Q . V . . .

15.417 32.1825 63.75 . Q . V. . .

15.500 32.6489 67.72 . Q. V. . .

15.583 33.1524 73.11 . Q. V. . .

15.667 33.7004 79.56 . Q V . .

15.750 34.2899 85.60 . .Q V . .

Packet Page. 735
Meyers Creek –Upper Tributary A 2024

Page 15 of 18 ends

15.833 34.9182 91.22 . . Q V . .

15.917 35.5971 98.58 . . Q .V . .

16.000 36.3743 112.85 . . Q .V . .

16.083 37.4142 150.99 . . Q V . .

16.167 38.8725 211.74 . . . V Q . .

16.250 40.7049 266.07 . . . V . Q .

16.333 42.6062 276.07 . . . V . Q .

16.417 44.1499 224.14 . . . V Q. .

16.500 45.3525 174.62 . . . Q V . .

16.583 46.3451 144.13 . . Q. V . .

16.667 47.1958 123.52 . . Q . V . .

16.750 47.9469 109.05 . . Q . V . .

16.833 48.6252 98.50 . . Q . V. .

16.917 49.2427 89.66 . .Q . V. .

17.000 49.8109 82.51 . .Q . V. .

17.083 50.3430 77.26 . Q . V .

17.167 50.8407 72.26 . Q. . V .

17.250 51.3101 68.16 . Q. . V .

17.333 51.7581 65.05 . Q . . V .

17.417 52.1834 61.76 . Q . . .V .

17.500 52.5903 59.08 . Q . . .V .

17.583 52.9776 56.23 . Q . . .V .

17.667 53.3451 53.36 . Q . . .V .

17.750 53.6996 51.48 . Q . . . V .

17.833 54.0403 49.47 . Q . . . V .

17.917 54.3602 46.44 . Q . . . V .

18.000 54.6660 44.41 . Q . . . V .

18.083 54.9627 43.08 . Q . . . V .

18.167 55.2499 41.70 . Q . . . V .

18.250 55.5270 40.24 . Q . . . V .

18.333 55.7939 38.74 . Q . . . V .

18.417 56.0521 37.49 . Q . . . V .

18.500 56.3029 36.42 . Q . . . V .

18.583 56.5463 35.34 . Q . . . V .

18.667 56.7816 34.17 . Q . . . V .

18.750 57.0038 32.26 . Q . . . V .

18.833 57.2183 31.15 . Q . . . V .

18.917 57.4276 30.39 . Q . . . V .

19.000 57.6324 29.73 . Q . . . V .

19.083 57.8330 29.13 . Q . . . V .

19.167 58.0299 28.59 . Q . . . V .

19.250 58.2233 28.09 . Q . . . V .

19.333 58.4135 27.61 . Q . . . V .

19.417 58.6005 27.16 . Q . . . V .

19.500 58.7847 26.74 . Q . . . V .

19.583 58.9661 26.33 . Q . . . V .

19.667 59.1448 25.95 . Q . . . V .

19.750 59.3210 25.59 . Q . . . V .

19.833 59.4948 25.24 . Q . . . V .

19.917 59.6664 24.90 . Q . . . V .

Meyers Creek –Upper Tributary A 2024

Page 16 of 18 ends

20.000 59.8357 24.59 . Q . . . V .

20.083 60.0029 24.28 . Q . . . V .

20.167 60.1681 23.99 . Q . . . V .

20.250 60.3314 23.71 . Q . . . V .

20.333 60.4928 23.43 . Q . . . V .

20.417 60.6524 23.17 . Q . . . V .

20.500 60.8102 22.91 . Q . . . V .

20.583 60.9663 22.67 . Q . . . V .

20.667 61.1207 22.43 . Q . . . V .

20.750 61.2736 22.20 . Q . . . V .

20.833 61.4250 21.98 . Q . . . V .

20.917 61.5749 21.77 . Q . . . V .

21.000 61.7233 21.56 . Q . . . V .

21.083 61.8704 21.36 . Q . . . V .

21.167 62.0162 21.16 . Q . . . V .

21.250 62.1606 20.97 . Q . . . V .

21.333 62.3037 20.79 . Q . . . V .

21.417 62.4457 20.61 . Q . . . V .

21.500 62.5864 20.43 . Q . . . V .

21.583 62.7259 20.26 . Q . . . V .

21.667 62.8643 20.09 . Q . . . V .

21.750 63.0016 19.93 . Q . . . V .

21.833 63.1377 19.77 . Q . . . V .

21.917 63.2728 19.62 . Q . . . V .

22.000 63.4069 19.47 . Q . . . V .

22.083 63.5400 19.32 . Q . . . V .

22.167 63.6720 19.17 . Q . . . V .

22.250 63.8031 19.03 . Q . . . V .

22.333 63.9332 18.90 . Q . . . V .

22.417 64.0624 18.76 . Q . . . V .

22.500 64.1907 18.63 . Q . . . V .

22.583 64.3181 18.50 . Q . . . V .

22.667 64.4446 18.37 . Q . . . V .

22.750 64.5703 18.25 . Q . . . V .

22.833 64.6952 18.13 . Q . . . V .

22.917 64.8192 18.01 . Q . . . V .

23.000 64.9424 17.89 . Q . . . V .

23.083 65.0648 17.78 . Q . . . V .

23.167 65.1865 17.66 . Q . . . V .

23.250 65.3074 17.55 . Q . . . V .

23.333 65.4275 17.45 . Q . . . V.

23.417 65.5469 17.34 . Q . . . V.

23.500 65.6656 17.23 . Q . . . V.

23.583 65.7836 17.13 . Q . . . V.

23.667 65.9009 17.03 . Q . . . V.

23.750 66.0175 16.93 . Q . . . V.

23.833 66.1335 16.84 . Q . . . V.

23.917 66.2488 16.74 . Q . . . V.

24.000 66.3634 16.65 . Q . . . V.

24.083 66.4745 16.13 . Q . . . V.

Packet Page. 736
Meyers Creek –Upper Tributary A 2024

Page 17 of 18 ends

24.167 66.5750 14.59 .Q . . . V.

24.250 66.6565 11.83 .Q . . . V.

24.333 66.7155 8.56 .Q . . . V.

24.417 66.7589 6.31 Q . . . V.

24.500 66.7933 4.99 Q . . . V.

24.583 66.8216 4.11 Q . . . V.

24.667 66.8454 3.45 Q . . . V.

24.750 66.8656 2.93 Q . . . V.

24.833 66.8828 2.50 Q . . . V.

24.917 66.8976 2.15 Q . . . V.

25.000 66.9105 1.87 Q . . . V.

25.083 66.9216 1.61 Q . . . V.

25.167 66.9311 1.39 Q . . . V.

25.250 66.9394 1.20 Q . . . V.

25.333 66.9465 1.03 Q . . . V.

25.417 66.9526 0.88 Q . . . V.

25.500 66.9577 0.75 Q . . . V.

25.583 66.9621 0.63 Q . . . V.

25.667 66.9658 0.54 Q . . . V.

25.750 66.9688 0.45 Q . . . V.

25.833 66.9713 0.36 Q . . . V.

25.917 66.9734 0.31 Q . . . V.

26.000 66.9753 0.27 Q . . . V.

26.083 66.9769 0.24 Q . . . V.

26.167 66.9783 0.21 Q . . . V.

26.250 66.9795 0.17 Q . . . V.

26.333 66.9805 0.14 Q . . . V.

26.417 66.9812 0.11 Q . . . V.

26.500 66.9817 0.07 Q . . . V.

26.583 66.9820 0.04 Q . . . V.

26.667 66.9820 0.01 Q . . . V.
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1600.0
10% 495.0
20% 150.0
30% 75.0
40% 45.0
50% 35.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
============================================================================ Meyers Creek –Upper Tributary A 2024

Page 18 of 18 ends

END OF FLOODSCx ROUTING ANALYSIS
Packet Page. 737
10YR-FUTURE-UPPERTRIB-B-SAUH.docx Page 1 of 18
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * HYDROLOGY STUDY - MEYERS CREEK *
* SAUH - 10YR - SUBAREA B *
* *
************************************************************************** FILE NAME: UTB10.DAT
TIME/DATE OF STUDY: 14:51 07/23/2024
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 9411.000 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 5122.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2360.000 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 341.000 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.302 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.

THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.

VALLEY(UNDEVELOPED)/DESERT S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.310
LOW LOSS FRACTION = 0.240
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.39
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.00
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.53
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.70
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.94
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 7.89
Meyers Creek – Upper Tributary B 2024

Page 2 of 18 ends

*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.991
30-MINUTE FACTOR = 0.991
1-HOUR FACTOR = 0.991
3-HOUR FACTOR = 0.999
6-HOUR FACTOR = 0.999
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.628
============================================================================

UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH

NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.569 105.965
2 11.386 363.604
3 27.633 670.016
4 47.383 814.493
5 61.333 575.256
6 69.496 336.673
7 74.949 224.864
8 78.932 164.241
9 82.074 129.576
10 84.663 106.801
11 86.787 87.590
12 88.514 71.225
13 90.080 64.559
14 91.394 54.195
15 92.541 47.294
16 93.563 42.174
17 94.466 37.236
18 95.279 33.510
19 96.040 31.379
20 96.597 22.974
21 97.133 22.122
22 97.670 22.122
23 98.074 16.665
24 98.275 8.280
25 98.473 8.175
26 98.671 8.175
27 98.869 8.180
28 99.067 8.169
29 99.266 8.169
30 99.464 8.169
Packet Page. 738
Meyers Creek – Upper Tributary B 2024

Page 3 of 18 ends

31 99.662 8.169
32 99.860 8.169
33 100.000 5.780
Meyers Creek – Upper Tributary B 2024

Page 4 of 18 ends

****************************************************************************

UNIT UNIT UNIT EFFECTIVE

PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0138 0.0033 0.0105
2 0.0138 0.0033 0.0105
3 0.0138 0.0033 0.0105
4 0.0139 0.0033 0.0105
5 0.0139 0.0033 0.0106
6 0.0139 0.0033 0.0106
7 0.0140 0.0034 0.0106
8 0.0140 0.0034 0.0106
9 0.0141 0.0034 0.0107
10 0.0141 0.0034 0.0107
11 0.0141 0.0034 0.0107
12 0.0142 0.0034 0.0108
13 0.0142 0.0034 0.0108
14 0.0142 0.0034 0.0108
15 0.0143 0.0034 0.0109
16 0.0143 0.0034 0.0109
17 0.0144 0.0034 0.0109
18 0.0144 0.0035 0.0109
19 0.0144 0.0035 0.0110
20 0.0145 0.0035 0.0110
21 0.0145 0.0035 0.0110
22 0.0146 0.0035 0.0111
23 0.0146 0.0035 0.0111
24 0.0146 0.0035 0.0111
25 0.0147 0.0035 0.0112
26 0.0147 0.0035 0.0112
27 0.0148 0.0035 0.0112
28 0.0148 0.0036 0.0113
29 0.0149 0.0036 0.0113
30 0.0149 0.0036 0.0113
31 0.0150 0.0036 0.0114
32 0.0150 0.0036 0.0114
33 0.0151 0.0036 0.0114
34 0.0151 0.0036 0.0115
35 0.0152 0.0036 0.0115
36 0.0152 0.0036 0.0115
37 0.0153 0.0037 0.0116
38 0.0153 0.0037 0.0116
39 0.0154 0.0037 0.0117
40 0.0154 0.0037 0.0117
41 0.0155 0.0037 0.0117
42 0.0155 0.0037 0.0118
43 0.0156 0.0037 0.0118
44 0.0156 0.0037 0.0119
45 0.0157 0.0038 0.0119
Packet Page. 739
Meyers Creek – Upper Tributary B 2024

Page 5 of 18 ends

46 0.0157 0.0038 0.0119
47 0.0158 0.0038 0.0120
48 0.0158 0.0038 0.0120
49 0.0159 0.0038 0.0121
50 0.0159 0.0038 0.0121
51 0.0160 0.0038 0.0122
52 0.0160 0.0038 0.0122
53 0.0161 0.0039 0.0122
54 0.0161 0.0039 0.0123
55 0.0162 0.0039 0.0123
56 0.0163 0.0039 0.0124
57 0.0163 0.0039 0.0124
58 0.0164 0.0039 0.0124
59 0.0165 0.0040 0.0125
60 0.0165 0.0040 0.0125
61 0.0166 0.0040 0.0126
62 0.0166 0.0040 0.0126
63 0.0167 0.0040 0.0127
64 0.0168 0.0040 0.0127
65 0.0168 0.0040 0.0128
66 0.0169 0.0041 0.0128
67 0.0170 0.0041 0.0129
68 0.0170 0.0041 0.0129
69 0.0171 0.0041 0.0130
70 0.0172 0.0041 0.0130
71 0.0173 0.0041 0.0131
72 0.0173 0.0042 0.0131
73 0.0174 0.0042 0.0132
74 0.0174 0.0042 0.0133
75 0.0175 0.0042 0.0133
76 0.0176 0.0042 0.0134
77 0.0177 0.0042 0.0134
78 0.0177 0.0043 0.0135
79 0.0178 0.0043 0.0136
80 0.0179 0.0043 0.0136
81 0.0180 0.0043 0.0137
82 0.0181 0.0043 0.0137
83 0.0182 0.0044 0.0138
84 0.0182 0.0044 0.0138
85 0.0183 0.0044 0.0139
86 0.0184 0.0044 0.0140
87 0.0185 0.0044 0.0141
88 0.0186 0.0045 0.0141
89 0.0187 0.0045 0.0142
90 0.0187 0.0045 0.0142
91 0.0189 0.0045 0.0143
92 0.0189 0.0045 0.0144
93 0.0191 0.0046 0.0145
94 0.0191 0.0046 0.0145
95 0.0192 0.0046 0.0146
Meyers Creek – Upper Tributary B 2024

Page 6 of 18 ends

96 0.0193 0.0046 0.0147
97 0.0194 0.0047 0.0148
98 0.0195 0.0047 0.0148
99 0.0197 0.0047 0.0149
100 0.0197 0.0047 0.0150
101 0.0199 0.0048 0.0151
102 0.0199 0.0048 0.0152
103 0.0201 0.0048 0.0153
104 0.0202 0.0048 0.0153
105 0.0203 0.0049 0.0154
106 0.0204 0.0049 0.0155
107 0.0205 0.0049 0.0156
108 0.0206 0.0050 0.0157
109 0.0208 0.0050 0.0158
110 0.0209 0.0050 0.0159
111 0.0210 0.0051 0.0160
112 0.0211 0.0051 0.0161
113 0.0213 0.0051 0.0162
114 0.0214 0.0051 0.0163
115 0.0216 0.0052 0.0164
116 0.0217 0.0052 0.0165
117 0.0219 0.0052 0.0166
118 0.0220 0.0053 0.0167
119 0.0222 0.0053 0.0168
120 0.0223 0.0053 0.0169
121 0.0225 0.0054 0.0171
122 0.0226 0.0054 0.0171
123 0.0228 0.0055 0.0173
124 0.0229 0.0055 0.0174
125 0.0231 0.0055 0.0176
126 0.0232 0.0056 0.0177
127 0.0235 0.0056 0.0178
128 0.0236 0.0057 0.0179
129 0.0238 0.0057 0.0181
130 0.0239 0.0057 0.0182
131 0.0242 0.0058 0.0184
132 0.0243 0.0058 0.0185
133 0.0246 0.0059 0.0187
134 0.0247 0.0059 0.0188
135 0.0250 0.0060 0.0190
136 0.0252 0.0060 0.0191
137 0.0255 0.0061 0.0194
138 0.0256 0.0061 0.0195
139 0.0259 0.0062 0.0197
140 0.0261 0.0063 0.0198
141 0.0264 0.0063 0.0201
142 0.0266 0.0064 0.0202
143 0.0270 0.0065 0.0205
144 0.0271 0.0065 0.0206
145 0.0299 0.0072 0.0227
Packet Page. 740
Meyers Creek – Upper Tributary B 2024

Page 7 of 18 ends

146 0.0301 0.0072 0.0229
147 0.0305 0.0073 0.0232
148 0.0307 0.0074 0.0233
149 0.0311 0.0075 0.0236
150 0.0313 0.0075 0.0238
151 0.0318 0.0076 0.0242
152 0.0320 0.0077 0.0243
153 0.0325 0.0078 0.0247
154 0.0328 0.0079 0.0249
155 0.0333 0.0080 0.0253
156 0.0336 0.0081 0.0255
157 0.0341 0.0082 0.0259
158 0.0344 0.0083 0.0262
159 0.0350 0.0084 0.0266
160 0.0353 0.0085 0.0269
161 0.0360 0.0086 0.0274
162 0.0364 0.0087 0.0276
163 0.0371 0.0089 0.0282
164 0.0375 0.0090 0.0285
165 0.0383 0.0092 0.0291
166 0.0387 0.0093 0.0294
167 0.0396 0.0095 0.0301
168 0.0401 0.0096 0.0305
169 0.0395 0.0095 0.0301
170 0.0401 0.0096 0.0305
171 0.0412 0.0099 0.0313
172 0.0419 0.0100 0.0318
173 0.0432 0.0104 0.0328
174 0.0439 0.0105 0.0334
175 0.0455 0.0109 0.0345
176 0.0463 0.0111 0.0352
177 0.0481 0.0115 0.0366
178 0.0491 0.0118 0.0373
179 0.0514 0.0123 0.0390
180 0.0526 0.0126 0.0400
181 0.0554 0.0133 0.0421
182 0.0569 0.0137 0.0433
183 0.0606 0.0145 0.0460
184 0.0626 0.0150 0.0476
185 0.0788 0.0189 0.0599
186 0.0817 0.0196 0.0621
187 0.0886 0.0213 0.0673
188 0.0931 0.0223 0.0707
189 0.0905 0.0217 0.0688
190 0.0997 0.0239 0.0757
191 0.1320 0.0258 0.1062
192 0.1700 0.0258 0.1441
193 0.3865 0.0258 0.3607
194 0.1123 0.0258 0.0865
195 0.0983 0.0236 0.0747
Meyers Creek – Upper Tributary B 2024

Page 8 of 18 ends

196 0.0848 0.0204 0.0645
197 0.0650 0.0156 0.0494
198 0.0587 0.0141 0.0446
199 0.0539 0.0129 0.0410
200 0.0502 0.0120 0.0382
201 0.0472 0.0113 0.0359
202 0.0447 0.0107 0.0339
203 0.0425 0.0102 0.0323
204 0.0407 0.0098 0.0309
205 0.0406 0.0097 0.0309
206 0.0392 0.0094 0.0298
207 0.0379 0.0091 0.0288
208 0.0367 0.0088 0.0279
209 0.0357 0.0086 0.0271
210 0.0347 0.0083 0.0264
211 0.0338 0.0081 0.0257
212 0.0330 0.0079 0.0251
213 0.0323 0.0077 0.0245
214 0.0316 0.0076 0.0240
215 0.0309 0.0074 0.0235
216 0.0303 0.0073 0.0230
217 0.0273 0.0066 0.0208
218 0.0268 0.0064 0.0204
219 0.0263 0.0063 0.0200
220 0.0258 0.0062 0.0196
221 0.0253 0.0061 0.0192
222 0.0249 0.0060 0.0189
223 0.0245 0.0059 0.0186
224 0.0241 0.0058 0.0183
225 0.0237 0.0057 0.0180
226 0.0233 0.0056 0.0177
227 0.0230 0.0055 0.0175
228 0.0227 0.0054 0.0172
229 0.0224 0.0054 0.0170
230 0.0221 0.0053 0.0168
231 0.0218 0.0052 0.0165
232 0.0215 0.0052 0.0163
233 0.0212 0.0051 0.0161
234 0.0210 0.0050 0.0159
235 0.0207 0.0050 0.0157
236 0.0205 0.0049 0.0156
237 0.0202 0.0049 0.0154
238 0.0200 0.0048 0.0152
239 0.0198 0.0048 0.0150
240 0.0196 0.0047 0.0149
241 0.0194 0.0047 0.0147
242 0.0192 0.0046 0.0146
243 0.0190 0.0046 0.0144
244 0.0188 0.0045 0.0143
245 0.0186 0.0045 0.0142
Packet Page. 741
Meyers Creek – Upper Tributary B 2024

Page 9 of 18 ends

246 0.0184 0.0044 0.0140
247 0.0183 0.0044 0.0139
248 0.0181 0.0043 0.0138
249 0.0180 0.0043 0.0136
250 0.0178 0.0043 0.0135
251 0.0176 0.0042 0.0134
252 0.0175 0.0042 0.0133
253 0.0173 0.0042 0.0132
254 0.0172 0.0041 0.0131
255 0.0171 0.0041 0.0130
256 0.0169 0.0041 0.0129
257 0.0168 0.0040 0.0128
258 0.0167 0.0040 0.0127
259 0.0165 0.0040 0.0126
260 0.0164 0.0039 0.0125
261 0.0163 0.0039 0.0124
262 0.0162 0.0039 0.0123
263 0.0161 0.0039 0.0122
264 0.0160 0.0038 0.0121
265 0.0158 0.0038 0.0120
266 0.0157 0.0038 0.0120
267 0.0156 0.0038 0.0119
268 0.0155 0.0037 0.0118
269 0.0154 0.0037 0.0117
270 0.0153 0.0037 0.0116
271 0.0152 0.0037 0.0116
272 0.0151 0.0036 0.0115
273 0.0150 0.0036 0.0114
274 0.0149 0.0036 0.0114
275 0.0149 0.0036 0.0113
276 0.0148 0.0035 0.0112
277 0.0147 0.0035 0.0112
278 0.0146 0.0035 0.0111
279 0.0145 0.0035 0.0110
280 0.0144 0.0035 0.0110
281 0.0143 0.0034 0.0109
282 0.0143 0.0034 0.0108
283 0.0142 0.0034 0.0108
284 0.0141 0.0034 0.0107
285 0.0140 0.0034 0.0107
286 0.0139 0.0033 0.0106
287 0.0139 0.0033 0.0105
288 0.0138 0.0033 0.0105
TOTAL STORM RAINFALL(INCHES) = 7.89
TOTAL SOIL-LOSS(INCHES) = 1.80
TOTAL EFFECTIVE RAINFALL(INCHES) = 6.09
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 51.2846
Meyers Creek – Upper Tributary B 2024

Page 10 of 18 ends

TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 172.8336
---------------------------------------------------------------------------- Packet Page. 742
Meyers Creek – Upper Tributary B 2024

Page 11 of 18 ends

============================================================================ 2 4 - H O U R S T O R M

R U N O F F H Y D R O G R A P H
============================================================================

HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0
----------------------------------------------------------------------------

0.083 0.0076 1.11 Q . . . .

0.167 0.0414 4.91 Q . . . .

0.250 0.1236 11.93 Q . . . .

0.333 0.2645 20.47 VQ . . . .

0.417 0.4472 26.53 VQ . . . .

0.500 0.6547 30.12 V Q . . . .

0.583 0.8788 32.55 V Q . . . .

0.667 1.1154 34.35 V Q . . . .

0.750 1.3619 35.79 V Q . . . .

0.833 1.6168 37.01 V Q . . . .

0.917 1.8786 38.02 V Q . . . .

1.000 2.1463 38.87 V Q . . . .

1.083 2.4193 39.65 V Q . . . .

1.167 2.6970 40.32 V Q . . . .

1.250 2.9789 40.93 V Q . . . .

1.333 3.2646 41.48 V Q . . . .

1.417 3.5537 41.98 V Q . . . .

1.500 3.8460 42.45 V Q . . . .

1.583 4.1415 42.89 V Q . . . .

1.667 4.4394 43.26 .VQ . . . .

1.750 4.7397 43.61 .VQ . . . .

1.833 5.0425 43.96 .VQ . . . .

1.917 5.3473 44.26 .VQ . . . .

2.000 5.6536 44.48 .VQ . . . .

2.083 5.9614 44.69 .VQ . . . .

2.167 6.2707 44.90 .VQ . . . .

2.250 6.5814 45.12 .V Q . . . .

2.333 6.8937 45.34 .V Q . . . .

2.417 7.2074 45.56 .V Q . . . .

2.500 7.5227 45.78 .V Q . . . .

2.583 7.8395 46.00 .V Q . . . .

2.667 8.1578 46.22 .V Q . . . .

2.750 8.4775 46.42 .V Q . . . .

2.833 8.7982 46.56 . VQ . . . .

2.917 9.1199 46.71 . VQ . . . .

3.000 9.4425 46.85 . VQ . . . .

3.083 9.7662 46.99 . VQ . . . .

3.167 10.0908 47.14 . VQ . . . .

3.250 10.4165 47.29 . VQ . . . .

Meyers Creek – Upper Tributary B 2024

Page 12 of 18 ends

3.333 10.7432 47.44 . VQ . . . .

3.417 11.0709 47.59 . VQ . . . .

3.500 11.3997 47.74 . VQ . . . .

3.583 11.7295 47.89 . VQ . . . .

3.667 12.0604 48.05 . VQ . . . .

3.750 12.3924 48.20 . VQ . . . .

3.833 12.7255 48.36 . VQ . . . .

3.917 13.0596 48.52 . Q . . . .

4.000 13.3949 48.68 . Q . . . .

4.083 13.7312 48.84 . Q . . . .

4.167 14.0688 49.01 . Q . . . .

4.250 14.4074 49.17 . Q . . . .

4.333 14.7472 49.34 . Q . . . .

4.417 15.0882 49.51 . Q . . . .

4.500 15.4303 49.68 . Q . . . .

4.583 15.7736 49.85 . Q . . . .

4.667 16.1182 50.03 . Q . . . .

4.750 16.4639 50.20 . Q . . . .

4.833 16.8109 50.38 . Q . . . .

4.917 17.1591 50.56 . Q . . . .

5.000 17.5086 50.74 . QV . . . .

5.083 17.8594 50.93 . QV . . . .

5.167 18.2114 51.11 . QV . . . .

5.250 18.5647 51.30 . QV . . . .

5.333 18.9194 51.49 . QV . . . .

5.417 19.2753 51.69 . QV . . . .

5.500 19.6326 51.88 . QV . . . .

5.583 19.9913 52.08 . QV . . . .

5.667 20.3513 52.28 . QV . . . .

5.750 20.7127 52.48 . QV . . . .

5.833 21.0755 52.68 . QV . . . .

5.917 21.4398 52.89 . QV . . . .

6.000 21.8055 53.10 . Q V . . . .

6.083 22.1726 53.31 . Q V . . . .

6.167 22.5412 53.52 . Q V . . . .

6.250 22.9113 53.74 . Q V . . . .

6.333 23.2829 53.96 . Q V . . . .

6.417 23.6560 54.18 . Q V . . . .

6.500 24.0307 54.40 . Q V . . . .

6.583 24.4070 54.63 . Q V . . . .

6.667 24.7848 54.86 . Q V . . . .

6.750 25.1642 55.09 . Q V . . . .

6.833 25.5453 55.33 . Q V . . . .

6.917 25.9280 55.57 . Q V . . . .

7.000 26.3124 55.81 . Q V . . . .

7.083 26.6984 56.06 . Q V . . . .

7.167 27.0862 56.31 . Q V . . . .

7.250 27.4757 56.56 . Q V . . . .

7.333 27.8670 56.81 . Q V . . . .

7.417 28.2601 57.07 . Q V . . . .

Packet Page. 743
Meyers Creek – Upper Tributary B 2024

Page 13 of 18 ends

7.500 28.6549 57.34 . Q V . . . .

7.583 29.0517 57.60 . Q V . . . .

7.667 29.4502 57.87 . Q V . . . .

7.750 29.8507 58.15 . Q V . . . .

7.833 30.2531 58.42 . Q V . . . .

7.917 30.6574 58.71 . Q V . . . .

8.000 31.0637 58.99 . Q V . . . .

8.083 31.4719 59.28 . Q V . . . .

8.167 31.8823 59.58 . Q V . . . .

8.250 32.2946 59.88 . Q V . . . .

8.333 32.7091 60.18 . Q V . . . .

8.417 33.1257 60.49 . Q V . . . .

8.500 33.5445 60.80 . Q V . . . .

8.583 33.9654 61.12 . Q V . . . .

8.667 34.3886 61.45 . Q V . . . .

8.750 34.8140 61.77 . Q V . . . .

8.833 35.2418 62.11 . Q V . . . .

8.917 35.6718 62.45 . Q V . . . .

9.000 36.1043 62.79 . Q V . . . .

9.083 36.5391 63.14 . Q V . . . .

9.167 36.9765 63.50 . Q V . . . .

9.250 37.4163 63.86 . Q V . . . .

9.333 37.8587 64.23 . Q V . . . .

9.417 38.3036 64.61 . Q V . . . .

9.500 38.7512 64.99 . Q V . . . .

9.583 39.2015 65.38 . Q V. . . .

9.667 39.6545 65.78 . Q V. . . .

9.750 40.1103 66.18 . Q V. . . .

9.833 40.5689 66.59 . Q V. . . .

9.917 41.0304 67.01 . Q V. . . .

10.000 41.4949 67.44 . Q V. . . .

10.083 41.9623 67.87 . Q V. . . .

10.167 42.4329 68.32 . Q V. . . .

10.250 42.9065 68.77 . Q V. . . .

10.333 43.3833 69.24 . Q V . . .

10.417 43.8634 69.71 . Q V . . .

10.500 44.3468 70.19 . Q V . . .

10.583 44.8336 70.68 . Q V . . .

10.667 45.3238 71.18 . Q V . . .

10.750 45.8176 71.70 . Q V . . .

10.833 46.3150 72.22 . Q V . . .

10.917 46.8161 72.76 . Q V . . .

11.000 47.3210 73.31 . Q V . . .

11.083 47.8297 73.87 . Q .V . . .

11.167 48.3424 74.44 . Q .V . . .

11.250 48.8592 75.03 . Q .V . . .

11.333 49.3801 75.64 . Q .V . . .

11.417 49.9053 76.25 . Q .V . . .

11.500 50.4348 76.89 . Q .V . . .

11.583 50.9688 77.54 . Q .V . . .

Meyers Creek – Upper Tributary B 2024

Page 14 of 18 ends

11.667 51.5074 78.20 . Q .V . . .

11.750 52.0506 78.89 . Q . V . . .

11.833 52.5988 79.59 . Q . V . . .

11.917 53.1519 80.31 . Q . V . . .

12.000 53.7101 81.05 . Q . V . . .

12.083 54.2748 82.01 . Q . V . . .

12.167 54.8496 83.45 . Q . V . . .

12.250 55.4382 85.47 . Q . V . . .

12.333 56.0427 87.78 . Q . V . . .

12.417 56.6603 89.67 . Q . V . . .

12.500 57.2881 91.16 . Q . V . . .

12.583 57.9250 92.47 . Q . V . . .

12.667 58.5704 93.71 . Q . V . . .

12.750 59.2240 94.91 . Q . V . . .

12.833 59.8858 96.10 . Q . V . . .

12.917 60.5558 97.29 . Q . V . . .

13.000 61.2341 98.49 . Q . V . . .

13.083 61.9208 99.71 . Q . V . . .

13.167 62.6161 100.95 . Q . V . . .

13.250 63.3202 102.23 . Q . V . . .

13.333 64.0333 103.54 . Q . V . . .

13.417 64.7557 104.89 . Q . V . . .

13.500 65.4877 106.30 . Q . V . . .

13.583 66.2298 107.75 . Q . V . . .

13.667 66.9822 109.25 . Q . V . . .

13.750 67.7453 110.81 . Q . V . . .

13.833 68.5197 112.44 . Q . V . . .

13.917 69.3058 114.14 . Q . V . . .

14.000 70.1041 115.91 . Q . V . . .

14.083 70.9143 117.64 . Q . V . . .

14.167 71.7350 119.17 . Q . V . . .

14.250 72.5644 120.43 . Q . V . . .

14.333 73.4022 121.66 . Q . V . . .

14.417 74.2513 123.29 . Q . V . . .

14.500 75.1148 125.37 . Q . V . . .

14.583 75.9945 127.74 . Q . V . . .

14.667 76.8924 130.37 . Q . V . . .

14.750 77.8100 133.24 . Q . V . . .

14.833 78.7493 136.38 . Q. V . . .

14.917 79.7121 139.80 . Q. V . . .

15.000 80.7009 143.57 . Q. V . . .

15.083 81.7180 147.69 . Q. V . . .

15.167 82.7667 152.27 . Q V. . .

15.250 83.8503 157.34 . Q V. . .

15.333 84.9733 163.06 . Q V. . .

15.417 86.1468 170.41 . .Q V. . .

15.500 87.3928 180.91 . . Q V . .

15.583 88.7367 195.14 . . Q V . .

15.667 90.1973 212.08 . . Q V . .

15.750 91.7657 227.73 . . Q .V . .

Packet Page. 744
Meyers Creek – Upper Tributary B 2024

Page 15 of 18 ends

15.833 93.4285 241.44 . . Q .V . .

15.917 95.1956 256.59 . . Q . V . .

16.000 97.1389 282.17 . . Q . V . .

16.083 99.5434 349.13 . . . Q . .

16.167 102.6870 456.44 . . . V Q .

16.250 106.5035 554.17 . . . V . Q .

16.333 110.4805 577.46 . . . V . Q .

16.417 113.8435 488.31 . . . V . Q .

16.500 116.5792 397.22 . . . Q . .

16.583 118.9120 338.72 . . . Q V . .

16.667 120.9492 295.80 . . Q. V . .

16.750 122.7732 264.85 . . Q . V . .

16.833 124.4364 241.49 . . Q . V . .

16.917 125.9664 222.16 . . Q . V. .

17.000 127.3843 205.89 . . Q . V. .

17.083 128.7183 193.70 . . Q . V. .

17.167 129.9732 182.21 . . Q . V .

17.250 131.1649 173.03 . .Q . V .

17.333 132.3034 165.31 . .Q . V .

17.417 133.3920 158.06 . Q . V .

17.500 134.4342 151.33 . Q . .V .

17.583 135.4344 145.22 . Q. . .V .

17.667 136.3863 138.22 . Q. . .V .

17.750 137.3056 133.48 . Q . . .V .

17.833 138.1933 128.90 . Q . . .V .

17.917 139.0413 123.12 . Q . . . V .

18.000 139.8492 117.32 . Q . . . V .

18.083 140.6332 113.83 . Q . . . V .

18.167 141.3918 110.15 . Q . . . V .

18.250 142.1232 106.20 . Q . . . V .

18.333 142.8272 102.22 . Q . . . V .

18.417 143.5079 98.83 . Q . . . V .

18.500 144.1690 96.00 . Q . . . V .

18.583 144.8122 93.39 . Q . . . V .

18.667 145.4370 90.71 . Q . . . V .

18.750 146.0393 87.46 . Q . . . V .

18.833 146.6161 83.74 . Q . . . V .

18.917 147.1790 81.74 . Q . . . V .

19.000 147.7295 79.92 . Q . . . V .

19.083 148.2685 78.27 . Q . . . V .

19.167 148.7975 76.80 . Q . . . V .

19.250 149.3169 75.42 . Q . . . V .

19.333 149.8275 74.14 . Q . . . V .

19.417 150.3297 72.92 . Q . . . V .

19.500 150.8241 71.78 . Q . . . V .

19.583 151.3109 70.69 . Q . . . V .

19.667 151.7907 69.66 . Q . . . V .

19.750 152.2637 68.68 . Q . . . V .

19.833 152.7301 67.73 . Q . . . V .

19.917 153.1903 66.83 . Q . . . V .

Meyers Creek – Upper Tributary B 2024

Page 16 of 18 ends

20.000 153.6447 65.97 . Q . . . V .

20.083 154.0934 65.15 . Q . . . V .

20.167 154.5367 64.36 . Q . . . V .

20.250 154.9747 63.60 . Q . . . V .

20.333 155.4077 62.87 . Q . . . V .

20.417 155.8358 62.16 . Q . . . V .

20.500 156.2591 61.47 . Q . . . V .

20.583 156.6779 60.80 . Q . . . V .

20.667 157.0922 60.16 . Q . . . V .

20.750 157.5023 59.54 . Q . . . V .

20.833 157.9083 58.95 . Q . . . V .

20.917 158.3103 58.38 . Q . . . V .

21.000 158.7085 57.82 . Q . . . V .

21.083 159.1030 57.28 . Q . . . V .

21.167 159.4939 56.75 . Q . . . V .

21.250 159.8812 56.24 . Q . . . V .

21.333 160.2651 55.74 . Q . . . V .

21.417 160.6457 55.26 . Q . . . V .

21.500 161.0230 54.79 . Q . . . V .

21.583 161.3972 54.33 . Q . . . V .

21.667 161.7683 53.88 . Q . . . V .

21.750 162.1364 53.45 . Q . . . V .

21.833 162.5015 53.02 . Q . . . V .

21.917 162.8638 52.60 . Q . . . V .

22.000 163.2233 52.20 . Q . . . V .

22.083 163.5800 51.80 . Q . . . V .

22.167 163.9341 51.41 . Q . . . V .

22.250 164.2856 51.03 . Q . . . V .

22.333 164.6345 50.66 . Q . . . V .

22.417 164.9810 50.30 . Q . . . V .

22.500 165.3250 49.95 . Q . . . V .

22.583 165.6665 49.60 . Q . . . V .

22.667 166.0058 49.26 . Q . . . V .

22.750 166.3428 48.93 . Q . . . V .

22.833 166.6775 48.60 . Q . . . V .

22.917 167.0100 48.28 . Q . . . V .

23.000 167.3403 47.97 . Q . . . V .

23.083 167.6685 47.66 . Q . . . V .

23.167 167.9947 47.36 . Q . . . V .

23.250 168.3188 47.06 . Q . . . V .

23.333 168.6409 46.77 . Q . . . V.

23.417 168.9611 46.49 . Q . . . V.

23.500 169.2793 46.21 . Q . . . V.

23.583 169.5956 45.93 . Q . . . V.

23.667 169.9101 45.66 . Q . . . V.

23.750 170.2227 45.40 . Q . . . V.

23.833 170.5336 45.14 . Q . . . V.

23.917 170.8427 44.88 . Q . . . V.

24.000 171.1500 44.63 . Q . . . V.

24.083 171.4481 43.28 . Q . . . V.

Packet Page. 745
Meyers Creek – Upper Tributary B 2024

Page 17 of 18 ends

24.167 171.7183 39.24 . Q . . . V.

24.250 171.9390 32.04 . Q . . . V.

24.333 172.0999 23.36 .Q . . . V.

24.417 172.2186 17.23 .Q . . . V.

24.500 172.3124 13.62 Q . . . V.

24.583 172.3895 11.20 Q . . . V.

24.667 172.4544 9.42 Q . . . V.

24.750 172.5096 8.02 Q . . . V.

24.833 172.5569 6.86 Q . . . V.

24.917 172.5975 5.91 Q . . . V.

25.000 172.6329 5.13 Q . . . V.

25.083 172.6634 4.43 Q . . . V.

25.167 172.6898 3.84 Q . . . V.

25.250 172.7127 3.32 Q . . . V.

25.333 172.7324 2.87 Q . . . V.

25.417 172.7494 2.46 Q . . . V.

25.500 172.7638 2.10 Q . . . V.

25.583 172.7760 1.76 Q . . . V.

25.667 172.7863 1.51 Q . . . V.

25.750 172.7951 1.27 Q . . . V.

25.833 172.8022 1.03 Q . . . V.

25.917 172.8081 0.85 Q . . . V.

26.000 172.8133 0.76 Q . . . V.

26.083 172.8180 0.67 Q . . . V.

26.167 172.8220 0.58 Q . . . V.

26.250 172.8254 0.50 Q . . . V.

26.333 172.8282 0.41 Q . . . V.

26.417 172.8304 0.32 Q . . . V.

26.500 172.8320 0.23 Q . . . V.

26.583 172.8330 0.15 Q . . . V.

26.667 172.8334 0.06 Q . . . V.
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1600.0
10% 805.0
20% 245.0
30% 105.0
40% 65.0
50% 40.0
60% 30.0
70% 20.0
80% 15.0
90% 10.0
============================================================================ Meyers Creek – Upper Tributary B 2024

Page 18 of 18 ends

END OF FLOODSCx ROUTING ANALYSIS
Packet Page. 746
100YR-FUTURE-UPPERTRIB-A-SAUH.docx Page 1 of 18
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * HYDROLOGY STUDY - MEYERS CREEK *
* SAUH - 100-YR - UPPER TRIBUTARY A *
* 4/3/2024 *
************************************************************************** FILE NAME: UTA100.DAT
TIME/DATE OF STUDY: 14:30 04/03/2024
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 7478.000 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 5123.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 1282.000 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 186.000 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.297 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.

THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.

VALLEY(UNDEVELOPED)/DESERT S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.340
LOW LOSS FRACTION = 0.210
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.63
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.64
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 2.50
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.23
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.10
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 12.36
Meyers Creek – Upper Tributary A 2024

Page 2 of 18 ends

UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH

NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.620 58.932
2 11.678 203.763
3 28.386 375.839
4 48.313 448.233
5 62.024 308.418
6 70.028 180.051
7 75.373 120.233
8 79.325 88.897
9 82.431 69.866
10 85.002 57.827
11 87.086 46.877
12 88.796 38.473
13 90.343 34.806
14 91.649 29.381
15 92.765 25.105
16 93.794 23.134
17 94.669 19.693
18 95.494 18.554
19 96.209 16.079
20 96.755 12.291
21 97.300 12.250
22 97.836 12.071
23 98.144 6.911
24 98.345 4.530
25 98.547 4.530
26 98.748 4.521
27 98.949 4.530
28 99.150 4.527
29 99.351 4.527
30 99.553 4.527
Packet Page. 747
Meyers Creek – Upper Tributary A 2024

Page 3 of 18 ends

31 99.754 4.527
32 99.955 4.527
33 100.000 1.007
Meyers Creek – Upper Tributary A 2024

Page 4 of 18 ends

****************************************************************************

UNIT UNIT UNIT EFFECTIVE

PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0219 0.0046 0.0173
2 0.0219 0.0046 0.0173
3 0.0220 0.0046 0.0174
4 0.0221 0.0046 0.0174
5 0.0221 0.0046 0.0175
6 0.0222 0.0047 0.0175
7 0.0223 0.0047 0.0176
8 0.0223 0.0047 0.0176
9 0.0224 0.0047 0.0177
10 0.0224 0.0047 0.0177
11 0.0225 0.0047 0.0178
12 0.0225 0.0047 0.0178
13 0.0226 0.0047 0.0179
14 0.0227 0.0048 0.0179
15 0.0227 0.0048 0.0180
16 0.0228 0.0048 0.0180
17 0.0229 0.0048 0.0181
18 0.0229 0.0048 0.0181
19 0.0230 0.0048 0.0182
20 0.0230 0.0048 0.0182
21 0.0231 0.0049 0.0183
22 0.0232 0.0049 0.0183
23 0.0233 0.0049 0.0184
24 0.0233 0.0049 0.0184
25 0.0234 0.0049 0.0185
26 0.0234 0.0049 0.0185
27 0.0235 0.0049 0.0186
28 0.0236 0.0050 0.0186
29 0.0237 0.0050 0.0187
30 0.0237 0.0050 0.0187
31 0.0238 0.0050 0.0188
32 0.0239 0.0050 0.0189
33 0.0240 0.0050 0.0189
34 0.0240 0.0050 0.0190
35 0.0241 0.0051 0.0190
36 0.0242 0.0051 0.0191
37 0.0243 0.0051 0.0192
38 0.0243 0.0051 0.0192
39 0.0244 0.0051 0.0193
40 0.0245 0.0051 0.0193
41 0.0246 0.0052 0.0194
42 0.0246 0.0052 0.0195
43 0.0247 0.0052 0.0195
44 0.0248 0.0052 0.0196
45 0.0249 0.0052 0.0197
Packet Page. 748
Meyers Creek – Upper Tributary A 2024

Page 5 of 18 ends

46 0.0250 0.0052 0.0197
47 0.0251 0.0053 0.0198
48 0.0251 0.0053 0.0198
49 0.0252 0.0053 0.0199
50 0.0253 0.0053 0.0200
51 0.0254 0.0053 0.0201
52 0.0255 0.0053 0.0201
53 0.0256 0.0054 0.0202
54 0.0256 0.0054 0.0203
55 0.0258 0.0054 0.0204
56 0.0258 0.0054 0.0204
57 0.0260 0.0055 0.0205
58 0.0260 0.0055 0.0206
59 0.0261 0.0055 0.0207
60 0.0262 0.0055 0.0207
61 0.0263 0.0055 0.0208
62 0.0264 0.0055 0.0209
63 0.0265 0.0056 0.0210
64 0.0266 0.0056 0.0210
65 0.0267 0.0056 0.0211
66 0.0268 0.0056 0.0212
67 0.0269 0.0057 0.0213
68 0.0270 0.0057 0.0213
69 0.0272 0.0057 0.0215
70 0.0272 0.0057 0.0215
71 0.0274 0.0057 0.0216
72 0.0274 0.0058 0.0217
73 0.0276 0.0058 0.0218
74 0.0277 0.0058 0.0219
75 0.0278 0.0058 0.0220
76 0.0279 0.0059 0.0220
77 0.0281 0.0059 0.0222
78 0.0281 0.0059 0.0222
79 0.0283 0.0059 0.0224
80 0.0284 0.0060 0.0224
81 0.0286 0.0060 0.0226
82 0.0286 0.0060 0.0226
83 0.0288 0.0060 0.0228
84 0.0289 0.0061 0.0228
85 0.0291 0.0061 0.0230
86 0.0292 0.0061 0.0230
87 0.0293 0.0062 0.0232
88 0.0294 0.0062 0.0232
89 0.0296 0.0062 0.0234
90 0.0297 0.0062 0.0235
91 0.0299 0.0063 0.0236
92 0.0300 0.0063 0.0237
93 0.0302 0.0063 0.0238
94 0.0303 0.0064 0.0239
95 0.0305 0.0064 0.0241
Meyers Creek – Upper Tributary A 2024

Page 6 of 18 ends

96 0.0306 0.0064 0.0242
97 0.0308 0.0065 0.0243
98 0.0309 0.0065 0.0244
99 0.0311 0.0065 0.0246
100 0.0312 0.0066 0.0247
101 0.0314 0.0066 0.0248
102 0.0316 0.0066 0.0249
103 0.0318 0.0067 0.0251
104 0.0319 0.0067 0.0252
105 0.0321 0.0068 0.0254
106 0.0323 0.0068 0.0255
107 0.0325 0.0068 0.0257
108 0.0326 0.0069 0.0258
109 0.0329 0.0069 0.0260
110 0.0330 0.0069 0.0261
111 0.0333 0.0070 0.0263
112 0.0334 0.0070 0.0264
113 0.0337 0.0071 0.0266
114 0.0338 0.0071 0.0267
115 0.0341 0.0072 0.0269
116 0.0343 0.0072 0.0271
117 0.0345 0.0073 0.0273
118 0.0347 0.0073 0.0274
119 0.0350 0.0074 0.0277
120 0.0352 0.0074 0.0278
121 0.0355 0.0075 0.0280
122 0.0356 0.0075 0.0282
123 0.0360 0.0076 0.0284
124 0.0361 0.0076 0.0286
125 0.0365 0.0077 0.0288
126 0.0367 0.0077 0.0290
127 0.0370 0.0078 0.0293
128 0.0372 0.0078 0.0294
129 0.0376 0.0079 0.0297
130 0.0378 0.0079 0.0299
131 0.0382 0.0080 0.0302
132 0.0384 0.0081 0.0303
133 0.0388 0.0082 0.0307
134 0.0390 0.0082 0.0308
135 0.0395 0.0083 0.0312
136 0.0397 0.0083 0.0314
137 0.0402 0.0084 0.0317
138 0.0404 0.0085 0.0319
139 0.0409 0.0086 0.0323
140 0.0411 0.0086 0.0325
141 0.0416 0.0087 0.0329
142 0.0419 0.0088 0.0331
143 0.0425 0.0089 0.0335
144 0.0427 0.0090 0.0338
145 0.0448 0.0094 0.0354
Packet Page. 749
Meyers Creek – Upper Tributary A 2024

Page 7 of 18 ends

146 0.0451 0.0095 0.0357
147 0.0458 0.0096 0.0362
148 0.0461 0.0097 0.0364
149 0.0467 0.0098 0.0369
150 0.0471 0.0099 0.0372
151 0.0478 0.0100 0.0378
152 0.0482 0.0101 0.0380
153 0.0489 0.0103 0.0386
154 0.0493 0.0104 0.0389
155 0.0501 0.0105 0.0396
156 0.0505 0.0106 0.0399
157 0.0514 0.0108 0.0406
158 0.0519 0.0109 0.0410
159 0.0528 0.0111 0.0417
160 0.0533 0.0112 0.0421
161 0.0544 0.0114 0.0430
162 0.0549 0.0115 0.0434
163 0.0561 0.0118 0.0443
164 0.0567 0.0119 0.0448
165 0.0580 0.0122 0.0458
166 0.0586 0.0123 0.0463
167 0.0601 0.0126 0.0475
168 0.0608 0.0128 0.0480
169 0.0575 0.0121 0.0454
170 0.0583 0.0122 0.0461
171 0.0601 0.0126 0.0475
172 0.0611 0.0128 0.0483
173 0.0632 0.0133 0.0499
174 0.0643 0.0135 0.0508
175 0.0668 0.0140 0.0528
176 0.0681 0.0143 0.0538
177 0.0710 0.0149 0.0561
178 0.0726 0.0153 0.0574
179 0.0762 0.0160 0.0602
180 0.0782 0.0164 0.0618
181 0.0827 0.0174 0.0653
182 0.0852 0.0179 0.0673
183 0.0911 0.0191 0.0719
184 0.0945 0.0198 0.0746
185 0.1277 0.0268 0.1008
186 0.1325 0.0278 0.1046
187 0.1437 0.0283 0.1154
188 0.1511 0.0283 0.1228
189 0.1507 0.0283 0.1224
190 0.1657 0.0283 0.1373
191 0.2184 0.0283 0.1901
192 0.2799 0.0283 0.2515
193 0.6243 0.0283 0.5960
194 0.1863 0.0283 0.1579
195 0.1597 0.0283 0.1314
Meyers Creek – Upper Tributary A 2024

Page 8 of 18 ends

196 0.1376 0.0283 0.1093
197 0.0983 0.0206 0.0776
198 0.0880 0.0185 0.0695
199 0.0803 0.0169 0.0635
200 0.0744 0.0156 0.0587
201 0.0695 0.0146 0.0549
202 0.0655 0.0138 0.0518
203 0.0621 0.0130 0.0491
204 0.0592 0.0124 0.0468
205 0.0616 0.0129 0.0487
206 0.0593 0.0125 0.0469
207 0.0573 0.0120 0.0453
208 0.0555 0.0117 0.0439
209 0.0539 0.0113 0.0426
210 0.0524 0.0110 0.0414
211 0.0510 0.0107 0.0403
212 0.0497 0.0104 0.0393
213 0.0485 0.0102 0.0383
214 0.0474 0.0100 0.0375
215 0.0464 0.0097 0.0367
216 0.0455 0.0095 0.0359
217 0.0430 0.0090 0.0340
218 0.0422 0.0089 0.0333
219 0.0414 0.0087 0.0327
220 0.0406 0.0085 0.0321
221 0.0399 0.0084 0.0315
222 0.0392 0.0082 0.0310
223 0.0386 0.0081 0.0305
224 0.0380 0.0080 0.0300
225 0.0374 0.0079 0.0295
226 0.0368 0.0077 0.0291
227 0.0363 0.0076 0.0287
228 0.0358 0.0075 0.0283
229 0.0353 0.0074 0.0279
230 0.0348 0.0073 0.0275
231 0.0344 0.0072 0.0272
232 0.0340 0.0071 0.0268
233 0.0335 0.0070 0.0265
234 0.0331 0.0070 0.0262
235 0.0328 0.0069 0.0259
236 0.0324 0.0068 0.0256
237 0.0320 0.0067 0.0253
238 0.0317 0.0067 0.0250
239 0.0313 0.0066 0.0248
240 0.0310 0.0065 0.0245
241 0.0307 0.0064 0.0242
242 0.0304 0.0064 0.0240
243 0.0301 0.0063 0.0238
244 0.0298 0.0063 0.0235
245 0.0295 0.0062 0.0233
Packet Page. 750
Meyers Creek – Upper Tributary A 2024

Page 9 of 18 ends

246 0.0292 0.0061 0.0231
247 0.0290 0.0061 0.0229
248 0.0287 0.0060 0.0227
249 0.0285 0.0060 0.0225
250 0.0282 0.0059 0.0223
251 0.0280 0.0059 0.0221
252 0.0278 0.0058 0.0219
253 0.0275 0.0058 0.0217
254 0.0273 0.0057 0.0216
255 0.0271 0.0057 0.0214
256 0.0269 0.0056 0.0212
257 0.0267 0.0056 0.0211
258 0.0265 0.0056 0.0209
259 0.0263 0.0055 0.0208
260 0.0261 0.0055 0.0206
261 0.0259 0.0054 0.0205
262 0.0257 0.0054 0.0203
263 0.0255 0.0054 0.0202
264 0.0253 0.0053 0.0200
265 0.0252 0.0053 0.0199
266 0.0250 0.0053 0.0198
267 0.0248 0.0052 0.0196
268 0.0247 0.0052 0.0195
269 0.0245 0.0051 0.0194
270 0.0244 0.0051 0.0192
271 0.0242 0.0051 0.0191
272 0.0241 0.0051 0.0190
273 0.0239 0.0050 0.0189
274 0.0238 0.0050 0.0188
275 0.0236 0.0050 0.0187
276 0.0235 0.0049 0.0186
277 0.0233 0.0049 0.0184
278 0.0232 0.0049 0.0183
279 0.0231 0.0048 0.0182
280 0.0230 0.0048 0.0181
281 0.0228 0.0048 0.0180
282 0.0227 0.0048 0.0179
283 0.0226 0.0047 0.0178
284 0.0225 0.0047 0.0177
285 0.0223 0.0047 0.0176
286 0.0222 0.0047 0.0176
287 0.0221 0.0046 0.0175
288 0.0220 0.0046 0.0174
TOTAL STORM RAINFALL(INCHES) = 12.36
TOTAL SOIL-LOSS(INCHES) = 2.41
TOTAL EFFECTIVE RAINFALL(INCHES) = 9.95
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 37.4058
Meyers Creek – Upper Tributary A 2024

Page 10 of 18 ends

TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 154.0944
---------------------------------------------------------------------------- Packet Page. 751
Meyers Creek – Upper Tributary A 2024

Page 11 of 18 ends

============================================================================ 2 4 - H O U R S T O R M

R U N O F F H Y D R O G R A P H
============================================================================

HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0
----------------------------------------------------------------------------

0.083 0.0070 1.02 Q . . . .

0.167 0.0384 4.55 Q . . . .

0.250 0.1146 11.06 Q . . . .

0.333 0.2444 18.85 VQ . . . .

0.417 0.4113 24.23 VQ . . . .

0.500 0.6000 27.41 VQ . . . .

0.583 0.8036 29.56 VQ . . . .

0.667 1.0183 31.18 V Q . . . .

0.750 1.2419 32.47 V Q . . . .

0.833 1.4730 33.55 V Q . . . .

0.917 1.7103 34.45 V Q . . . .

1.000 1.9528 35.21 V Q . . . .

1.083 2.2000 35.90 V Q . . . .

1.167 2.4515 36.51 V Q . . . .

1.250 2.7066 37.04 V Q . . . .

1.333 2.9652 37.54 V Q . . . .

1.417 3.2268 37.98 V Q . . . .

1.500 3.4913 38.41 V Q . . . .

1.583 3.7584 38.79 V Q . . . .

1.667 4.0278 39.11 .VQ . . . .

1.750 4.2994 39.43 .VQ . . . .

1.833 4.5732 39.75 .VQ . . . .

1.917 4.8485 39.98 .VQ . . . .

2.000 5.1252 40.17 .VQ . . . .

2.083 5.4032 40.37 .VQ . . . .

2.167 5.6826 40.56 .VQ . . . .

2.250 5.9632 40.75 .VQ . . . .

2.333 6.2453 40.95 .VQ . . . .

2.417 6.5286 41.15 .VQ . . . .

2.500 6.8134 41.35 .VQ . . . .

2.583 7.0995 41.54 .VQ . . . .

2.667 7.3870 41.75 .VQ . . . .

2.750 7.6755 41.89 .VQ . . . .

2.833 7.9648 42.01 . Q . . . .

2.917 8.2550 42.14 . Q . . . .

3.000 8.5461 42.26 . Q . . . .

3.083 8.8380 42.39 . Q . . . .

3.167 9.1309 42.52 . Q . . . .

3.250 9.4247 42.65 . Q . . . .

Meyers Creek – Upper Tributary A 2024

Page 12 of 18 ends

3.333 9.7193 42.79 . Q . . . .

3.417 10.0149 42.92 . Q . . . .

3.500 10.3114 43.05 . Q . . . .

3.583 10.6089 43.19 . Q . . . .

3.667 10.9072 43.33 . Q . . . .

3.750 11.2066 43.46 . Q . . . .

3.833 11.5069 43.60 . Q . . . .

3.917 11.8082 43.75 . QV . . . .

4.000 12.1104 43.89 . QV . . . .

4.083 12.4137 44.03 . QV . . . .

4.167 12.7180 44.18 . QV . . . .

4.250 13.0232 44.32 . QV . . . .

4.333 13.3295 44.47 . QV . . . .

4.417 13.6368 44.62 . QV . . . .

4.500 13.9452 44.78 . QV . . . .

4.583 14.2546 44.93 . QV . . . .

4.667 14.5651 45.08 . Q . . . .

4.750 14.8767 45.24 . Q . . . .

4.833 15.1893 45.40 . Q . . . .

4.917 15.5031 45.56 . QV . . . .

5.000 15.8180 45.72 . QV . . . .

5.083 16.1339 45.88 . QV . . . .

5.167 16.4511 46.05 . QV . . . .

5.250 16.7693 46.21 . QV . . . .

5.333 17.0888 46.38 . QV . . . .

5.417 17.4094 46.55 . QV . . . .

5.500 17.7312 46.73 . QV . . . .

5.583 18.0542 46.90 . QV . . . .

5.667 18.3784 47.08 . QV . . . .

5.750 18.7038 47.25 . QV . . . .

5.833 19.0305 47.44 . QV . . . .

5.917 19.3585 47.62 . Q V . . . .

6.000 19.6877 47.80 . Q V . . . .

6.083 20.0182 47.99 . Q V . . . .

6.167 20.3500 48.18 . Q V . . . .

6.250 20.6831 48.37 . Q V . . . .

6.333 21.0176 48.56 . Q V . . . .

6.417 21.3534 48.76 . Q V . . . .

6.500 21.6906 48.96 . Q V . . . .

6.583 22.0291 49.16 . Q V . . . .

6.667 22.3691 49.36 . Q V . . . .

6.750 22.7105 49.57 . Q V . . . .

6.833 23.0533 49.78 . Q V . . . .

6.917 23.3976 49.99 . Q V . . . .

7.000 23.7434 50.21 . Q V . . . .

7.083 24.0907 50.42 . Q V . . . .

7.167 24.4394 50.64 . Q V . . . .

7.250 24.7897 50.87 . Q V . . . .

7.333 25.1416 51.09 . Q V . . . .

7.417 25.4951 51.32 . Q V . . . .

Packet Page. 752
Meyers Creek – Upper Tributary A 2024

Page 13 of 18 ends

7.500 25.8501 51.55 . Q V . . . .

7.583 26.2068 51.79 . Q V . . . .

7.667 26.5651 52.03 . Q V . . . .

7.750 26.9251 52.27 . Q V . . . .

7.833 27.2868 52.52 . Q V . . . .

7.917 27.6502 52.76 . Q V . . . .

8.000 28.0153 53.02 . Q V . . . .

8.083 28.3822 53.27 . Q V . . . .

8.167 28.7509 53.54 . Q V . . . .

8.250 29.1215 53.80 . Q V . . . .

8.333 29.4938 54.07 . Q V . . . .

8.417 29.8681 54.34 . Q V . . . .

8.500 30.2443 54.62 . Q V . . . .

8.583 30.6224 54.90 . Q V . . . .

8.667 31.0024 55.19 . Q V . . . .

8.750 31.3845 55.48 . Q V . . . .

8.833 31.7686 55.77 . Q V . . . .

8.917 32.1547 56.07 . Q V . . . .

9.000 32.5430 56.38 . Q V . . . .

9.083 32.9334 56.68 . Q V . . . .

9.167 33.3260 57.00 . Q V . . . .

9.250 33.7207 57.32 . Q V . . . .

9.333 34.1178 57.65 . Q V . . . .

9.417 34.5171 57.98 . Q V . . . .

9.500 34.9187 58.32 . Q V. . . .

9.583 35.3227 58.66 . Q V. . . .

9.667 35.7291 59.01 . Q V. . . .

9.750 36.1380 59.37 . Q V. . . .

9.833 36.5493 59.73 . Q V. . . .

9.917 36.9633 60.10 . Q V. . . .

10.000 37.3798 60.48 . Q V. . . .

10.083 37.7989 60.86 . Q V. . . .

10.167 38.2208 61.26 . Q V. . . .

10.250 38.6454 61.65 . Q V . . .

10.333 39.0728 62.06 . Q V . . .

10.417 39.5031 62.48 . Q V . . .

10.500 39.9364 62.90 . Q V . . .

10.583 40.3726 63.34 . Q V . . .

10.667 40.8118 63.78 . Q V . . .

10.750 41.2542 64.23 . Q V . . .

10.833 41.6998 64.70 . Q V . . .

10.917 42.1486 65.17 . Q V . . .

11.000 42.6008 65.65 . Q .V . . .

11.083 43.0563 66.15 . Q .V . . .

11.167 43.5154 66.65 . Q .V . . .

11.250 43.9780 67.17 . Q .V . . .

11.333 44.4443 67.70 . Q .V . . .

11.417 44.9143 68.25 . Q .V . . .

11.500 45.3882 68.81 . Q .V . . .

11.583 45.8660 69.38 . Q .V . . .

Meyers Creek – Upper Tributary A 2024

Page 14 of 18 ends

11.667 46.3478 69.96 . Q . V . . .

11.750 46.8338 70.56 . Q . V . . .

11.833 47.3240 71.18 . Q . V . . .

11.917 47.8187 71.82 . Q . V . . .

12.000 48.3178 72.47 . Q . V . . .

12.083 48.8220 73.21 . Q . V . . .

12.167 49.3327 74.15 . Q . V . . .

12.250 49.8514 75.31 . Q . V . . .

12.333 50.3788 76.59 . Q . V . . .

12.417 50.9140 77.71 . Q . V . . .

12.500 51.4560 78.71 . Q . V . . .

12.583 52.0046 79.65 . Q . V . . .

12.667 52.5596 80.59 . Q . V . . .

12.750 53.1210 81.52 . Q . V . . .

12.833 53.6891 82.48 . Q . V . . .

12.917 54.2637 83.44 . Q . V . . .

13.000 54.8453 84.44 . Q . V . . .

13.083 55.4339 85.46 . Q . V . . .

13.167 56.0297 86.52 . Q . V . . .

13.250 56.6330 87.60 . Q . V . . .

13.333 57.2441 88.73 . Q . V . . .

13.417 57.8632 89.89 . Q . V . . .

13.500 58.4906 91.11 . Q . V . . .

13.583 59.1267 92.36 . Q . V . . .

13.667 59.7719 93.68 . Q . V . . .

13.750 60.4265 95.04 . Q . V . . .

13.833 61.0910 96.48 . Q . V . . .

13.917 61.7657 97.98 . Q . V . . .

14.000 62.4513 99.55 . Q . V . . .

14.083 63.1467 100.97 . Q . V . . .

14.167 63.8486 101.92 . Q . V . . .

14.250 64.5530 102.28 . Q . V . . .

14.333 65.2589 102.49 . Q . V . . .

14.417 65.9706 103.35 . Q . V . . .

14.500 66.6928 104.86 . Q . V . . .

14.583 67.4279 106.74 . Q . V . . .

14.667 68.1782 108.93 . Q . V . . .

14.750 68.9452 111.37 . Q . V . . .

14.833 69.7310 114.10 . Q . V . . .

14.917 70.5374 117.09 . Q . V . . .

15.000 71.3669 120.44 . Q . V . . .

15.083 72.2216 124.11 . Q . V . . .

15.167 73.1047 128.23 . Q . V . . .

15.250 74.0194 132.81 . Q . V. . .

15.333 74.9699 138.01 . Q. V. . .

15.417 75.9691 145.08 . Q. V. . .

15.500 77.0430 155.93 . Q V. . .

15.583 78.2233 171.38 . .Q V . .

15.667 79.5322 190.05 . . Q V . .

15.750 80.9604 207.37 . . Q .V . .

Packet Page. 753
Meyers Creek – Upper Tributary A 2024

Page 15 of 18 ends

15.833 82.4976 223.20 . . Q .V . .

15.917 84.1568 240.92 . . Q .V . .

16.000 86.0078 268.77 . . Q . V . .

16.083 88.3057 333.65 . . . Q . .

16.167 91.2924 433.67 . . . V Q . .

16.250 94.8893 522.26 . . . V . Q .

16.333 98.5973 538.41 . . . V . Q .

16.417 101.7179 453.12 . . . V Q .

16.500 104.2529 368.07 . . . Q V . .

16.583 106.3906 310.40 . . Q V . .

16.667 108.2338 267.63 . . Q . V . .

16.750 109.8639 236.69 . . Q . V . .

16.833 111.3377 213.99 . . Q . V . .

16.917 112.6821 195.21 . . Q . V. .

17.000 113.9211 179.90 . .Q . V. .

17.083 115.0804 168.33 . .Q . V. .

17.167 116.1683 157.97 . Q . V .

17.250 117.2001 149.82 . Q. . V .

17.333 118.1898 143.70 . Q. . V .

17.417 119.1343 137.15 . Q. . V .

17.500 120.0396 131.45 . Q . . .V .

17.583 120.9039 125.49 . Q . . .V .

17.667 121.7272 119.55 . Q . . .V .

17.750 122.5211 115.28 . Q . . .V .

17.833 123.2849 110.90 . Q . . . V .

17.917 124.0079 104.97 . Q . . . V .

18.000 124.7017 100.75 . Q . . . V .

18.083 125.3746 97.71 . Q . . . V .

18.167 126.0273 94.77 . Q . . . V .

18.250 126.6604 91.92 . Q . . . V .

18.333 127.2745 89.17 . Q . . . V .

18.417 127.8718 86.72 . Q . . . V .

18.500 128.4536 84.49 . Q . . . V .

18.583 129.0200 82.23 . Q . . . V .

18.667 129.5697 79.82 . Q . . . V .

18.750 130.0948 76.24 . Q . . . V .

18.833 130.6041 73.95 . Q . . . V .

18.917 131.1017 72.25 . Q . . . V .

19.000 131.5887 70.72 . Q . . . V .

19.083 132.0665 69.38 . Q . . . V .

19.167 132.5359 68.15 . Q . . . V .

19.250 132.9974 67.01 . Q . . . V .

19.333 133.4515 65.93 . Q . . . V .

19.417 133.8986 64.92 . Q . . . V .

19.500 134.3391 63.96 . Q . . . V .

19.583 134.7733 63.04 . Q . . . V .

19.667 135.2015 62.18 . Q . . . V .

19.750 135.6239 61.33 . Q . . . V .

19.833 136.0407 60.52 . Q . . . V .

19.917 136.4522 59.75 . Q . . . V .

Meyers Creek – Upper Tributary A 2024

Page 16 of 18 ends

20.000 136.8586 59.01 . Q . . . V .

20.083 137.2601 58.30 . Q . . . V .

20.167 137.6569 57.61 . Q . . . V .

20.250 138.0491 56.95 . Q . . . V .

20.333 138.4370 56.31 . Q . . . V .

20.417 138.8206 55.70 . Q . . . V .

20.500 139.2000 55.10 . Q . . . V .

20.583 139.5756 54.52 . Q . . . V .

20.667 139.9472 53.97 . Q . . . V .

20.750 140.3152 53.43 . Q . . . V .

20.833 140.6796 52.91 . Q . . . V .

20.917 141.0405 52.40 . Q . . . V .

21.000 141.3980 51.91 . Q . . . V .

21.083 141.7522 51.44 . Q . . . V .

21.167 142.1033 50.97 . Q . . . V .

21.250 142.4513 50.52 . Q . . . V .

21.333 142.7962 50.09 . Q . . . V .

21.417 143.1382 49.66 . Q . . . V .

21.500 143.4774 49.24 . Q . . . V .

21.583 143.8137 48.84 . Q . . . V .

21.667 144.1474 48.44 . Q . . . V .

21.750 144.4783 48.06 . Q . . . V .

21.833 144.8067 47.68 . Q . . . V .

21.917 145.1326 47.32 . Q . . . V .

22.000 145.4560 46.96 . Q . . . V .

22.083 145.7770 46.61 . Q . . . V .

22.167 146.0956 46.27 . Q . . . V .

22.250 146.4120 45.93 . Q . . . V .

22.333 146.7260 45.60 . Q . . . V .

22.417 147.0379 45.28 . Q . . . V .

22.500 147.3476 44.97 . Q . . . V .

22.583 147.6552 44.66 . Q . . . V .

22.667 147.9607 44.36 . Q . . . V .

22.750 148.2642 44.07 . Q . . . V .

22.833 148.5657 43.78 . Q . . . V .

22.917 148.8653 43.50 . Q . . . V .

23.000 149.1629 43.22 . Q . . . V .

23.083 149.4587 42.95 . Q . . . V .

23.167 149.7527 42.68 . Q . . . V .

23.250 150.0448 42.42 . Q . . . V .

23.333 150.3352 42.16 . Q . . . V.

23.417 150.6238 41.91 . Q . . . V.

23.500 150.9108 41.66 . Q . . . V.

23.583 151.1960 41.42 . Q . . . V.

23.667 151.4796 41.18 . Q . . . V.

23.750 151.7616 40.95 . Q . . . V.

23.833 152.0420 40.72 . Q . . . V.

23.917 152.3209 40.49 . Q . . . V.

24.000 152.5982 40.27 . Q . . . V.

24.083 152.8670 39.03 . Q . . . V.

Packet Page. 754
Meyers Creek – Upper Tributary A 2024

Page 17 of 18 ends

24.167 153.1101 35.30 . Q . . . V.

24.250 153.3071 28.61 .Q . . . V.

24.333 153.4498 20.71 .Q . . . V.

24.417 153.5549 15.27 .Q . . . V.

24.500 153.6381 12.08 Q . . . V.

24.583 153.7065 9.93 Q . . . V.

24.667 153.7640 8.34 Q . . . V.

24.750 153.8128 7.09 Q . . . V.

24.833 153.8545 6.05 Q . . . V.

24.917 153.8904 5.21 Q . . . V.

25.000 153.9214 4.52 Q . . . V.

25.083 153.9482 3.89 Q . . . V.

25.167 153.9714 3.36 Q . . . V.

25.250 153.9914 2.91 Q . . . V.

25.333 154.0086 2.49 Q . . . V.

25.417 154.0233 2.14 Q . . . V.

25.500 154.0357 1.81 Q . . . V.

25.583 154.0462 1.52 Q . . . V.

25.667 154.0551 1.30 Q . . . V.

25.750 154.0626 1.08 Q . . . V.

25.833 154.0685 0.87 Q . . . V.

25.917 154.0737 0.74 Q . . . V.

26.000 154.0782 0.66 Q . . . V.

26.083 154.0822 0.58 Q . . . V.

26.167 154.0856 0.50 Q . . . V.

26.250 154.0885 0.42 Q . . . V.

26.333 154.0908 0.33 Q . . . V.

26.417 154.0925 0.25 Q . . . V.

26.500 154.0937 0.18 Q . . . V.

26.583 154.0944 0.10 Q . . . V.

26.667 154.0945 0.02 Q . . . V
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1600.0
10% 745.0
20% 195.0
30% 95.0
40% 60.0
50% 35.0
60% 30.0
70% 20.0
80% 20.0
90% 10.0
============================================================================ Meyers Creek – Upper Tributary A 2024

Page 18 of 18 ends

END OF FLOODSCx ROUTING ANALYSIS
Packet Page. 755
100YR-FUTURE-UPPERTRIB-B-SAUH.docx Page 1 of 18
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * Hydrology Study - Meyers Creek *
* SAUH - 100YR - Subarea B *
* 4/3/2024 *
************************************************************************** FILE NAME: UTB100.DAT
TIME/DATE OF STUDY: 15:49 04/03/2024
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 9411.000 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 5122.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2360.000 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 341.000 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.302 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.

THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.

VALLEY(UNDEVELOPED)/DESERT S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.120
LOW LOSS FRACTION = 0.040
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.63
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.64
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 2.50
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.23
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.10
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 12.36
Meyers Creek – Upper Tributary B 2024

Page 2 of 18 ends

*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.991
30-MINUTE FACTOR = 0.991
1-HOUR FACTOR = 0.991
3-HOUR FACTOR = 0.999
6-HOUR FACTOR = 0.999
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.628
============================================================================

UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH

NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.569 105.965
2 11.386 363.604
3 27.633 670.016
4 47.383 814.493
5 61.333 575.256
6 69.496 336.673
7 74.949 224.864
8 78.932 164.241
9 82.074 129.576
10 84.663 106.801
11 86.787 87.590
12 88.514 71.225
13 90.080 64.559
14 91.394 54.195
15 92.541 47.294
16 93.563 42.174
17 94.466 37.236
18 95.279 33.510
19 96.040 31.379
20 96.597 22.974
21 97.133 22.122
22 97.670 22.122
23 98.074 16.665
24 98.275 8.280
25 98.473 8.175
26 98.671 8.175
27 98.869 8.180
28 99.067 8.169
29 99.266 8.169
Packet Page. 756
Meyers Creek – Upper Tributary B 2024

Page 3 of 18 ends

30 99.464 8.169
31 99.662 8.169
32 99.860 8.169
33 100.000 5.780
Meyers Creek – Upper Tributary B 2024

Page 4 of 18 ends

****************************************************************************

UNIT UNIT UNIT EFFECTIVE

PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0219 0.0009 0.0210
2 0.0219 0.0009 0.0211
3 0.0220 0.0009 0.0211
4 0.0221 0.0009 0.0212
5 0.0221 0.0009 0.0213
6 0.0222 0.0009 0.0213
7 0.0223 0.0009 0.0214
8 0.0223 0.0009 0.0214
9 0.0224 0.0009 0.0215
10 0.0224 0.0009 0.0215
11 0.0225 0.0009 0.0216
12 0.0225 0.0009 0.0216
13 0.0226 0.0009 0.0217
14 0.0227 0.0009 0.0218
15 0.0227 0.0009 0.0218
16 0.0228 0.0009 0.0219
17 0.0229 0.0009 0.0220
18 0.0229 0.0009 0.0220
19 0.0230 0.0009 0.0221
20 0.0230 0.0009 0.0221
21 0.0231 0.0009 0.0222
22 0.0232 0.0009 0.0222
23 0.0233 0.0009 0.0223
24 0.0233 0.0009 0.0224
25 0.0234 0.0009 0.0225
26 0.0234 0.0009 0.0225
27 0.0235 0.0009 0.0226
28 0.0236 0.0009 0.0226
29 0.0237 0.0009 0.0227
30 0.0237 0.0009 0.0228
31 0.0238 0.0010 0.0229
32 0.0239 0.0010 0.0229
33 0.0240 0.0010 0.0230
34 0.0240 0.0010 0.0231
35 0.0241 0.0010 0.0231
36 0.0242 0.0010 0.0232
37 0.0243 0.0010 0.0233
38 0.0243 0.0010 0.0233
39 0.0244 0.0010 0.0234
40 0.0245 0.0010 0.0235
41 0.0246 0.0010 0.0236
42 0.0246 0.0010 0.0236
43 0.0247 0.0010 0.0237
44 0.0248 0.0010 0.0238
45 0.0249 0.0010 0.0239
Packet Page. 757
Meyers Creek – Upper Tributary B 2024

Page 5 of 18 ends

46 0.0250 0.0010 0.0240
47 0.0251 0.0010 0.0241
48 0.0251 0.0010 0.0241
49 0.0252 0.0010 0.0242
50 0.0253 0.0010 0.0243
51 0.0254 0.0010 0.0244
52 0.0255 0.0010 0.0244
53 0.0256 0.0010 0.0246
54 0.0256 0.0010 0.0246
55 0.0258 0.0010 0.0247
56 0.0258 0.0010 0.0248
57 0.0260 0.0010 0.0249
58 0.0260 0.0010 0.0250
59 0.0261 0.0010 0.0251
60 0.0262 0.0010 0.0252
61 0.0263 0.0011 0.0253
62 0.0264 0.0011 0.0253
63 0.0265 0.0011 0.0255
64 0.0266 0.0011 0.0255
65 0.0267 0.0011 0.0257
66 0.0268 0.0011 0.0257
67 0.0269 0.0011 0.0259
68 0.0270 0.0011 0.0259
69 0.0272 0.0011 0.0261
70 0.0272 0.0011 0.0261
71 0.0274 0.0011 0.0263
72 0.0274 0.0011 0.0264
73 0.0276 0.0011 0.0265
74 0.0277 0.0011 0.0266
75 0.0278 0.0011 0.0267
76 0.0279 0.0011 0.0268
77 0.0281 0.0011 0.0269
78 0.0281 0.0011 0.0270
79 0.0283 0.0011 0.0272
80 0.0284 0.0011 0.0272
81 0.0286 0.0011 0.0274
82 0.0286 0.0011 0.0275
83 0.0288 0.0012 0.0277
84 0.0289 0.0012 0.0277
85 0.0291 0.0012 0.0279
86 0.0292 0.0012 0.0280
87 0.0293 0.0012 0.0282
88 0.0294 0.0012 0.0282
89 0.0296 0.0012 0.0284
90 0.0297 0.0012 0.0285
91 0.0299 0.0012 0.0287
92 0.0300 0.0012 0.0288
93 0.0302 0.0012 0.0290
94 0.0303 0.0012 0.0291
95 0.0305 0.0012 0.0293
Meyers Creek – Upper Tributary B 2024

Page 6 of 18 ends

96 0.0306 0.0012 0.0294
97 0.0308 0.0012 0.0296
98 0.0309 0.0012 0.0297
99 0.0311 0.0012 0.0299
100 0.0312 0.0012 0.0300
101 0.0314 0.0013 0.0302
102 0.0316 0.0013 0.0303
103 0.0318 0.0013 0.0305
104 0.0319 0.0013 0.0306
105 0.0321 0.0013 0.0309
106 0.0323 0.0013 0.0310
107 0.0325 0.0013 0.0312
108 0.0326 0.0013 0.0313
109 0.0329 0.0013 0.0316
110 0.0330 0.0013 0.0317
111 0.0333 0.0013 0.0319
112 0.0334 0.0013 0.0321
113 0.0337 0.0013 0.0323
114 0.0338 0.0014 0.0325
115 0.0341 0.0014 0.0327
116 0.0343 0.0014 0.0329
117 0.0345 0.0014 0.0332
118 0.0347 0.0014 0.0333
119 0.0350 0.0014 0.0336
120 0.0352 0.0014 0.0338
121 0.0355 0.0014 0.0341
122 0.0356 0.0014 0.0342
123 0.0360 0.0014 0.0345
124 0.0361 0.0014 0.0347
125 0.0365 0.0015 0.0350
126 0.0367 0.0015 0.0352
127 0.0370 0.0015 0.0355
128 0.0372 0.0015 0.0357
129 0.0376 0.0015 0.0361
130 0.0378 0.0015 0.0363
131 0.0382 0.0015 0.0367
132 0.0384 0.0015 0.0369
133 0.0388 0.0016 0.0373
134 0.0390 0.0016 0.0375
135 0.0395 0.0016 0.0379
136 0.0397 0.0016 0.0381
137 0.0402 0.0016 0.0385
138 0.0404 0.0016 0.0388
139 0.0409 0.0016 0.0392
140 0.0411 0.0016 0.0395
141 0.0416 0.0017 0.0400
142 0.0419 0.0017 0.0402
143 0.0425 0.0017 0.0408
144 0.0427 0.0017 0.0410
145 0.0448 0.0018 0.0431
Packet Page. 758
Meyers Creek – Upper Tributary B 2024

Page 7 of 18 ends

146 0.0451 0.0018 0.0433
147 0.0458 0.0018 0.0439
148 0.0461 0.0018 0.0442
149 0.0467 0.0019 0.0449
150 0.0471 0.0019 0.0452
151 0.0478 0.0019 0.0459
152 0.0482 0.0019 0.0462
153 0.0489 0.0020 0.0470
154 0.0493 0.0020 0.0473
155 0.0501 0.0020 0.0481
156 0.0505 0.0020 0.0485
157 0.0514 0.0021 0.0494
158 0.0519 0.0021 0.0498
159 0.0528 0.0021 0.0507
160 0.0533 0.0021 0.0512
161 0.0544 0.0022 0.0522
162 0.0549 0.0022 0.0527
163 0.0561 0.0022 0.0539
164 0.0567 0.0023 0.0544
165 0.0580 0.0023 0.0557
166 0.0586 0.0023 0.0563
167 0.0601 0.0024 0.0577
168 0.0608 0.0024 0.0584
169 0.0575 0.0023 0.0552
170 0.0583 0.0023 0.0560
171 0.0601 0.0024 0.0577
172 0.0611 0.0024 0.0587
173 0.0632 0.0025 0.0607
174 0.0643 0.0026 0.0618
175 0.0668 0.0027 0.0641
176 0.0681 0.0027 0.0654
177 0.0710 0.0028 0.0682
178 0.0726 0.0029 0.0697
179 0.0762 0.0030 0.0732
180 0.0782 0.0031 0.0751
181 0.0827 0.0033 0.0794
182 0.0852 0.0034 0.0818
183 0.0911 0.0036 0.0874
184 0.0945 0.0038 0.0907
185 0.1277 0.0051 0.1225
186 0.1325 0.0053 0.1272
187 0.1437 0.0057 0.1380
188 0.1511 0.0060 0.1451
189 0.1507 0.0060 0.1447
190 0.1657 0.0066 0.1590
191 0.2184 0.0087 0.2097
192 0.2799 0.0100 0.2699
193 0.6243 0.0100 0.6143
194 0.1863 0.0075 0.1788
195 0.1597 0.0064 0.1533
Meyers Creek – Upper Tributary B 2024

Page 8 of 18 ends

196 0.1376 0.0055 0.1321
197 0.0983 0.0039 0.0943
198 0.0880 0.0035 0.0845
199 0.0803 0.0032 0.0771
200 0.0744 0.0030 0.0714
201 0.0695 0.0028 0.0668
202 0.0655 0.0026 0.0629
203 0.0621 0.0025 0.0596
204 0.0592 0.0024 0.0568
205 0.0616 0.0025 0.0591
206 0.0593 0.0024 0.0570
207 0.0573 0.0023 0.0550
208 0.0555 0.0022 0.0533
209 0.0539 0.0022 0.0517
210 0.0524 0.0021 0.0503
211 0.0510 0.0020 0.0489
212 0.0497 0.0020 0.0477
213 0.0485 0.0019 0.0466
214 0.0474 0.0019 0.0455
215 0.0464 0.0019 0.0446
216 0.0455 0.0018 0.0436
217 0.0430 0.0017 0.0413
218 0.0422 0.0017 0.0405
219 0.0414 0.0017 0.0397
220 0.0406 0.0016 0.0390
221 0.0399 0.0016 0.0383
222 0.0392 0.0016 0.0377
223 0.0386 0.0015 0.0371
224 0.0380 0.0015 0.0365
225 0.0374 0.0015 0.0359
226 0.0368 0.0015 0.0354
227 0.0363 0.0015 0.0349
228 0.0358 0.0014 0.0344
229 0.0353 0.0014 0.0339
230 0.0348 0.0014 0.0335
231 0.0344 0.0014 0.0330
232 0.0340 0.0014 0.0326
233 0.0335 0.0013 0.0322
234 0.0331 0.0013 0.0318
235 0.0328 0.0013 0.0314
236 0.0324 0.0013 0.0311
237 0.0320 0.0013 0.0307
238 0.0317 0.0013 0.0304
239 0.0313 0.0013 0.0301
240 0.0310 0.0012 0.0298
241 0.0307 0.0012 0.0295
242 0.0304 0.0012 0.0292
243 0.0301 0.0012 0.0289
244 0.0298 0.0012 0.0286
245 0.0295 0.0012 0.0283
Packet Page. 759
Meyers Creek – Upper Tributary B 2024

Page 9 of 18 ends

246 0.0292 0.0012 0.0281
247 0.0290 0.0012 0.0278
248 0.0287 0.0011 0.0276
249 0.0285 0.0011 0.0273
250 0.0282 0.0011 0.0271
251 0.0280 0.0011 0.0269
252 0.0278 0.0011 0.0266
253 0.0275 0.0011 0.0264
254 0.0273 0.0011 0.0262
255 0.0271 0.0011 0.0260
256 0.0269 0.0011 0.0258
257 0.0267 0.0011 0.0256
258 0.0265 0.0011 0.0254
259 0.0263 0.0011 0.0252
260 0.0261 0.0010 0.0250
261 0.0259 0.0010 0.0249
262 0.0257 0.0010 0.0247
263 0.0255 0.0010 0.0245
264 0.0253 0.0010 0.0243
265 0.0252 0.0010 0.0242
266 0.0250 0.0010 0.0240
267 0.0248 0.0010 0.0238
268 0.0247 0.0010 0.0237
269 0.0245 0.0010 0.0235
270 0.0244 0.0010 0.0234
271 0.0242 0.0010 0.0232
272 0.0241 0.0010 0.0231
273 0.0239 0.0010 0.0230
274 0.0238 0.0010 0.0228
275 0.0236 0.0009 0.0227
276 0.0235 0.0009 0.0225
277 0.0233 0.0009 0.0224
278 0.0232 0.0009 0.0223
279 0.0231 0.0009 0.0222
280 0.0230 0.0009 0.0220
281 0.0228 0.0009 0.0219
282 0.0227 0.0009 0.0218
283 0.0226 0.0009 0.0217
284 0.0225 0.0009 0.0216
285 0.0223 0.0009 0.0214
286 0.0222 0.0009 0.0213
287 0.0221 0.0009 0.0212
288 0.0220 0.0009 0.0211
TOTAL STORM RAINFALL(INCHES) = 12.36
TOTAL SOIL-LOSS(INCHES) = 0.48
TOTAL EFFECTIVE RAINFALL(INCHES) = 11.88
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 13.5898
Meyers Creek – Upper Tributary B 2024

Page 10 of 18 ends

TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 337.4658
---------------------------------------------------------------------------- Packet Page. 760
Meyers Creek – Upper Tributary B 2024

Page 11 of 18 ends

============================================================================ 2 4 - H O U R S T O R M

R U N O F F H Y D R O G R A P H
============================================================================

HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 ----------------------------------------------------------------------------

0.083 0.0154 2.23 Q . . . .

0.167 0.0834 9.88 Q . . . .

0.250 0.2487 24.00 Q . . . .

0.333 0.5323 41.18 VQ . . . .

0.417 0.8999 53.38 VQ . . . .

0.500 1.3173 60.60 V Q . . . .

0.583 1.7683 65.48 V Q . . . .

0.667 2.2442 69.11 V Q . . . .

0.750 2.7402 72.01 V Q . . . .

0.833 3.2529 74.45 V Q . . . .

0.917 3.7796 76.48 V Q . . . .

1.000 4.3181 78.18 V Q . . . .

1.083 4.8673 79.75 V Q . . . .

1.167 5.4259 81.10 V Q . . . .

1.250 5.9928 82.31 V Q . . . .

1.333 6.5673 83.42 V Q . . . .

1.417 7.1488 84.43 V Q . . . .

1.500 7.7368 85.37 V Q . . . .

1.583 8.3309 86.26 V Q . . . .

1.667 8.9299 86.98 .V Q . . . .

1.750 9.5338 87.69 .V Q . . . .

1.833 10.1426 88.40 .V Q . . . .

1.917 10.7556 89.00 .V Q . . . .

2.000 11.3714 89.42 .V Q . . . .

2.083 11.9902 89.85 .V Q . . . .

2.167 12.6119 90.27 .V Q . . . .

2.250 13.2366 90.71 .V Q . . . .

2.333 13.8643 91.14 .V Q . . . .

2.417 14.4950 91.57 .V Q . . . .

2.500 15.1287 92.01 .V Q . . . .

2.583 15.7654 92.45 .V Q . . . .

2.667 16.4052 92.90 .V Q . . . .

2.750 17.0477 93.29 . VQ . . . .

2.833 17.6922 93.57 . VQ . . . .

2.917 18.3385 93.85 . VQ . . . .

3.000 18.9869 94.14 . VQ . . . .

3.083 19.6371 94.42 . VQ . . . .

3.167 20.2894 94.71 . VQ . . . .

3.250 20.9437 95.00 . VQ . . . .

Meyers Creek – Upper Tributary B 2024

Page 12 of 18 ends

3.333 21.6000 95.30 . VQ . . . .

3.417 22.2584 95.59 . VQ . . . .

3.500 22.9188 95.89 . VQ . . . .

3.583 23.5813 96.19 . VQ . . . .

3.667 24.2459 96.50 . VQ . . . .

3.750 24.9126 96.81 . VQ . . . .

3.833 25.5815 97.12 . Q . . . .

3.917 26.2525 97.43 . Q . . . .

4.000 26.9257 97.75 . Q . . . .

4.083 27.6012 98.07 . Q . . . .

4.167 28.2788 98.40 . Q . . . .

4.250 28.9587 98.72 . Q . . . .

4.333 29.6409 99.05 . Q . . . .

4.417 30.3254 99.39 . Q . . . .

4.500 31.0122 99.73 . Q . . . .

4.583 31.7014 100.07 . Q . . . .

4.667 32.3929 100.41 . Q . . . .

4.750 33.0869 100.76 . Q . . . .

4.833 33.7832 101.11 . QV . . . .

4.917 34.4820 101.47 . QV . . . .

5.000 35.1833 101.83 . QV . . . .

5.083 35.8871 102.19 . QV . . . .

5.167 36.5934 102.56 . QV . . . .

5.250 37.3022 102.93 . QV . . . .

5.333 38.0137 103.30 . QV . . . .

5.417 38.7278 103.68 . QV . . . .

5.500 39.4445 104.07 . QV . . . .

5.583 40.1639 104.45 . QV . . . .

5.667 40.8859 104.85 . QV . . . .

5.750 41.6108 105.24 . QV . . . .

5.833 42.3384 105.65 . Q V . . . .

5.917 43.0688 106.05 . Q V . . . .

6.000 43.8020 106.46 . Q V . . . .

6.083 44.5381 106.88 . Q V . . . .

6.167 45.2771 107.30 . Q V . . . .

6.250 46.0190 107.73 . Q V . . . .

6.333 46.7639 108.16 . Q V . . . .

6.417 47.5118 108.60 . Q V . . . .

6.500 48.2627 109.04 . Q V . . . .

6.583 49.0168 109.49 . Q V . . . .

6.667 49.7739 109.94 . Q V . . . .

6.750 50.5342 110.40 . QV . . . .

6.833 51.2978 110.86 . Q V . . . .

6.917 52.0645 111.34 . Q V . . . .

7.000 52.8346 111.81 . Q V . . . .

7.083 53.6080 112.30 . Q V . . . .

7.167 54.3848 112.79 . Q V . . . .

7.250 55.1649 113.28 . Q V . . . .

7.333 55.9486 113.79 . Q V . . . .

7.417 56.7357 114.30 . Q V . . . .

Packet Page. 761
Meyers Creek – Upper Tributary B 2024

Page 13 of 18 ends

7.500 57.5265 114.81 . Q V . . . .

7.583 58.3208 115.34 . Q V . . . .

7.667 59.1188 115.87 . Q V . . . .

7.750 59.9205 116.41 . Q V . . . .

7.833 60.7260 116.96 . Q V . . . .

7.917 61.5353 117.51 . Q V . . . .

8.000 62.3485 118.07 . Q V . . . .

8.083 63.1656 118.64 . Q V . . . .

8.167 63.9867 119.23 . Q V . . . .

8.250 64.8119 119.81 . Q V . . . .

8.333 65.6411 120.41 . Q V . . . .

8.417 66.4746 121.02 . Q V . . . .

8.500 67.3123 121.64 . Q V . . . .

8.583 68.1543 122.26 . Q V . . . .

8.667 69.0007 122.90 . Q V . . . .

8.750 69.8515 123.54 . Q V . . . .

8.833 70.7069 124.20 . Q V . . . .

8.917 71.5669 124.86 . Q V . . . .

9.000 72.4315 125.54 . Q V . . . .

9.083 73.3009 126.23 . Q V . . . .

9.167 74.1751 126.94 . Q V . . . .

9.250 75.0542 127.65 . Q V . . . .

9.333 75.9383 128.37 . Q V. . . .

9.417 76.8275 129.11 . Q V. . . .

9.500 77.7219 129.86 . Q V. . . .

9.583 78.6215 130.63 . Q V. . . .

9.667 79.5265 131.41 . Q V. . . .

9.750 80.4370 132.20 . Q V. . . .

9.833 81.3531 133.01 . Q V. . . .

9.917 82.2748 133.83 . Q V. . . .

10.000 83.2023 134.67 . Q V. . . .

10.083 84.1356 135.53 . Q V. . . .

10.167 85.0750 136.40 . Q V . . .

10.250 86.0206 137.29 . Q V . . .

10.333 86.9723 138.20 . Q V . . .

10.417 87.9305 139.12 . Q V . . .

10.500 88.8951 140.07 . Q V . . .

10.583 89.8664 141.03 . Q V . . .

10.667 90.8445 142.02 . Q V . . .

10.750 91.8296 143.03 . Q V . . .

10.833 92.8217 144.06 . Q .V . . .

10.917 93.8210 145.11 . Q .V . . .

11.000 94.8278 146.18 . Q .V . . .

11.083 95.8422 147.28 . Q .V . . .

11.167 96.8643 148.41 . Q .V . . .

11.250 97.8943 149.56 . Q .V . . .

11.333 98.9325 150.75 . Q .V . . .

11.417 99.9790 151.95 . Q .V . . .

11.500 101.0341 153.20 . Q .V . . .

11.583 102.0979 154.47 . Q . V . . .

Meyers Creek – Upper Tributary B 2024

Page 14 of 18 ends

11.667 103.1707 155.77 . Q . V . . .

11.750 104.2527 157.11 . Q . V . . .

11.833 105.3442 158.49 . Q . V . . .

11.917 106.4454 159.89 . Q . V . . .

12.000 107.5567 161.35 . Q . V . . .

12.083 108.6792 162.99 . Q . V . . .

12.167 109.8160 165.06 . Q . V . . .

12.250 110.9705 167.62 . Q . V . . .

12.333 112.1443 170.45 . Q . V . . .

12.417 113.3355 172.96 . Q . V . . .

12.500 114.5420 175.18 . Q . V . . .

12.583 115.7630 177.29 . Q . V . . .

12.667 116.9984 179.37 . Q . V . . .

12.750 118.2481 181.46 . Q . V . . .

12.833 119.5125 183.58 . Q . V . . .

12.917 120.7916 185.74 . Q . V . . .

13.000 122.0861 187.95 . Q . V . . .

13.083 123.3961 190.22 . Q . V . . .

13.167 124.7223 192.56 . Q . V . . .

13.250 126.0651 194.98 . Q . V . . .

13.333 127.4252 197.48 . Q . V . . .

13.417 128.8031 200.07 . Q . V . . .

13.500 130.1996 202.77 . Q . V . . .

13.583 131.6153 205.57 . Q . V . . .

13.667 133.0512 208.49 . Q . V . . .

13.750 134.5080 211.52 . Q . V . . .

13.833 135.9868 214.72 . Q . V . . .

13.917 137.4884 218.04 . Q . V . . .

14.000 139.0141 221.53 . Q . V . . .

14.083 140.5616 224.69 . Q . V . . .

14.167 142.1238 226.84 . Q . V . . .

14.250 143.6922 227.73 . Q . V . . .

14.333 145.2639 228.21 . Q . V . . .

14.417 146.8484 230.06 . Q . V . . .

14.500 148.4556 233.38 . Q . V . . .

14.583 150.0916 237.54 . Q . V . . .

14.667 151.7609 242.39 . Q . V . . .

14.750 153.4675 247.80 . Q. V . . .

14.833 155.2156 253.82 . Q. V . . .

14.917 157.0095 260.47 . Q. V . . .

15.000 158.8543 267.87 . Q. V . . .

15.083 160.7552 276.01 . Q V. . .

15.167 162.7189 285.13 . Q V. . .

15.250 164.7526 295.29 . Q V. . .

15.333 166.8655 306.80 . .Q V. . .

15.417 169.0859 322.40 . .Q V . .

15.500 171.4705 346.24 . . Q V . .

15.583 174.0864 379.83 . . Q V . .

15.667 176.9792 420.04 . . Q V . .

15.750 180.1229 456.47 . . Q .V . .

Packet Page. 762
Meyers Creek – Upper Tributary B 2024

Page 15 of 18 ends

15.833 183.4856 488.26 . . Q .V . .

15.917 187.0815 522.12 . . Q . V . .

16.000 191.0246 572.55 . . Q V . .

16.083 195.7631 688.02 . . . V Q . .

16.167 201.7263 865.87 . . . V .Q .

16.250 208.7912 1025.82 . . . V . Q .

16.333 216.1184 1063.91 . . . V . Q .

16.417 222.4386 917.69 . . . V . Q .

16.500 227.6825 761.40 . . . VQ . .

16.583 232.1753 652.36 . . . Q V . .

16.667 236.0826 567.33 . . Q V . .

16.750 239.5611 505.08 . . Q . V . .

16.833 242.7191 458.54 . . Q . V . .

16.917 245.6150 420.50 . . Q . V. .

17.000 248.2913 388.59 . . Q . V. .

17.083 250.8011 364.43 . . Q . V. .

17.167 253.1624 342.85 . . Q . V .

17.250 255.4098 326.33 . .Q . V .

17.333 257.5651 312.95 . .Q . V .

17.417 259.6310 299.97 . Q . V .

17.500 261.6107 287.45 . Q . .V .

17.583 263.5107 275.87 . Q . .V .

17.667 265.3214 262.91 . Q. . .V .

17.750 267.0680 253.61 . Q. . .V .

17.833 268.7532 244.69 . Q . . .V .

17.917 270.3647 233.99 . Q . . . V .

18.000 271.9033 223.39 . Q . . . V .

18.083 273.3958 216.71 . Q . . . V .

18.167 274.8430 210.14 . Q . . . V .

18.250 276.2460 203.72 . Q . . . V .

18.333 277.6069 197.60 . Q . . . V .

18.417 278.9301 192.13 . Q . . . V .

18.500 280.2197 187.25 . Q . . . V .

18.583 281.4771 182.56 . Q . . . V .

18.667 282.7009 177.71 . Q . . . V .

18.750 283.8849 171.92 . Q . . . V .

18.833 285.0239 165.38 . Q . . . V .

18.917 286.1367 161.58 . Q . . . V .

19.000 287.2255 158.09 . Q . . . V .

19.083 288.2926 154.95 . Q . . . V .

19.167 289.3407 152.18 . Q . . . V .

19.250 290.3710 149.60 . Q . . . V .

19.333 291.3846 147.18 . Q . . . V .

19.417 292.3824 144.89 . Q . . . V .

19.500 293.3654 142.73 . Q . . . V .

19.583 294.3343 140.67 . Q . . . V .

19.667 295.2897 138.73 . Q . . . V .

19.750 296.2322 136.86 . Q . . . V .

19.833 297.1622 135.04 . Q . . . V .

19.917 298.0803 133.30 . Q . . . V .

Meyers Creek – Upper Tributary B 2024

Page 16 of 18 ends

20.000 298.9869 131.64 . Q . . . V .

20.083 299.8826 130.05 . Q . . . V .

20.167 300.7677 128.52 . Q . . . V .

20.250 301.6426 127.04 . Q . . . V .

20.333 302.5077 125.61 . Q . . . V .

20.417 303.3633 124.23 . Q . . . V .

20.500 304.2096 122.90 . Q . . . V .

20.583 305.0471 121.61 . Q . . . V .

20.667 305.8760 120.36 . Q . . . V .

20.750 306.6966 119.15 . Q . . . V .

20.833 307.5092 117.98 . Q . . . V .

20.917 308.3140 116.86 . Q . . . V .

21.000 309.1112 115.76 . Q . . . V .

21.083 309.9011 114.70 . Q . . . V .

21.167 310.6839 113.66 . Q . . . V .

21.250 311.4598 112.66 . Q . . . V .

21.333 312.2289 111.68 . Q . . . V .

21.417 312.9915 110.73 . Q . . . V .

21.500 313.7477 109.80 . Q . . . V .

21.583 314.4976 108.89 . Q . . . V .

21.667 315.2415 108.01 . Q . . . V .

21.750 315.9794 107.15 . Q . . . V .

21.833 316.7116 106.31 . Q . . . V .

21.917 317.4381 105.49 . Q . . . V .

22.000 318.1591 104.69 . Q . . . V .

22.083 318.8747 103.91 . Q . . . V .

22.167 319.5851 103.14 . Q . . . V .

22.250 320.2903 102.40 . Q . . . V .

22.333 320.9904 101.66 . Q . . . V .

22.417 321.6857 100.95 . Q . . . V .

22.500 322.3761 100.25 . Q . . . V .

22.583 323.0618 99.56 . Q . . . V .

22.667 323.7429 98.89 . Q . . . V .

22.750 324.4195 98.24 . Q . . . V .

22.833 325.0916 97.59 . Q . . . V .

22.917 325.7594 96.96 . Q . . . V .

23.000 326.4229 96.34 . Q . . . V .

23.083 327.0822 95.73 . Q . . . V .

23.167 327.7375 95.14 . Q . . . V .

23.250 328.3887 94.55 . Q . . . V .

23.333 329.0359 93.98 . Q . . . V.

23.417 329.6793 93.42 . Q . . . V.

23.500 330.3189 92.87 . Q . . . V.

23.583 330.9547 92.32 . Q . . . V.

23.667 331.5869 91.79 . Q . . . V.

23.750 332.2155 91.27 . Q . . . V.

23.833 332.8405 90.75 . Q . . . V.

23.917 333.4621 90.25 . Q . . . V.

24.000 334.0802 89.75 . Q . . . V.

24.083 334.6796 87.03 . Q . . . V.

Packet Page. 763
Meyers Creek – Upper Tributary B 2024

Page 17 of 18 ends

24.167 335.2232 78.93 . Q . . . V.

24.250 335.6669 64.44 . Q . . . V.

24.333 335.9905 46.99 .Q . . . V.

24.417 336.2292 34.65 .Q . . . V.

24.500 336.4178 27.39 Q . . . V.

24.583 336.5730 22.52 Q . . . V.

24.667 336.7035 18.95 Q . . . V.

24.750 336.8145 16.13 Q . . . V.

24.833 336.9095 13.79 Q . . . V.

24.917 336.9914 11.88 Q . . . V.

25.000 337.0624 10.32 Q . . . V.

25.083 337.1238 8.91 Q . . . V.

25.167 337.1769 7.72 Q . . . V.

25.250 337.2230 6.69 Q . . . V.

25.333 337.2627 5.76 Q . . . V.

25.417 337.2968 4.95 Q . . . V.

25.500 337.3258 4.22 Q . . . V.

25.583 337.3502 3.54 Q . . . V.

25.667 337.3711 3.04 Q . . . V.

25.750 337.3887 2.56 Q . . . V.

25.833 337.4030 2.08 Q . . . V.

25.917 337.4148 1.72 Q . . . V.

26.000 337.4254 1.53 Q . . . V.

26.083 337.4347 1.35 Q . . . V.

26.167 337.4428 1.17 Q . . . V.

26.250 337.4496 1.00 Q . . . V.

26.333 337.4553 0.82 Q . . . V.

26.417 337.4597 0.64 Q . . . V.

26.500 337.4630 0.47 Q . . . V.

26.583 337.4650 0.30 Q . . . V.

26.667 337.4659 0.12 Q . . . V
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1600.0
10% 950.0
20% 260.0
30% 115.0
40% 70.0
50% 45.0
60% 35.0
70% 25.0
80% 20.0
90% 10.0
============================================================================ Meyers Creek – Upper Tributary B 2024

Page 18 of 18 ends

END OF FLOODSCx ROUTING ANALYSIS
Packet Page. 764
500YR-FUTURE-UPPERTRIB-A-SAUH.docx Page 1 of 18
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * HYDROLOGY STUDY - MEYERS CREEK *
* SAUH - 500-YR - UPPER TRIBUTARY A *
* 07/25/2024 *
************************************************************************** FILE NAME: UTA500.DAT
TIME/DATE OF STUDY: 09:16 07/25/2024
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 7478.000 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 5123.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 1282.000 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 186.000 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.297 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.

THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.

VALLEY(UNDEVELOPED)/DESERT S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.320
LOW LOSS FRACTION = 0.160
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.80
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 2.08
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 3.17
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 5.24
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 7.47
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 15.00
Meyers Creek – Upper tributary A 2024

Page 2 of 18 ends

UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH

NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.620 58.932
2 11.678 203.763
3 28.386 375.839
4 48.313 448.233
5 62.024 308.418
6 70.028 180.051
7 75.373 120.233
8 79.325 88.897
9 82.431 69.866
10 85.002 57.827
11 87.086 46.877
12 88.796 38.473
13 90.343 34.806
14 91.649 29.381
15 92.765 25.105
16 93.794 23.134
17 94.669 19.693
18 95.494 18.554
19 96.209 16.079
20 96.755 12.291
21 97.300 12.250
22 97.836 12.071
23 98.144 6.911
24 98.345 4.530
25 98.547 4.530
26 98.748 4.521
27 98.949 4.530
28 99.150 4.527
29 99.351 4.527
30 99.553 4.527
Packet Page. 765
Meyers Creek – Upper tributary A 2024

Page 3 of 18 ends

31 99.754 4.527
32 99.955 4.527
33 100.000 1.007
Meyers Creek – Upper tributary A 2024

Page 4 of 18 ends

****************************************************************************

UNIT UNIT UNIT EFFECTIVE

PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0263 0.0042 0.0221
2 0.0263 0.0042 0.0221
3 0.0264 0.0042 0.0222
4 0.0264 0.0042 0.0222
5 0.0265 0.0042 0.0223
6 0.0266 0.0043 0.0223
7 0.0267 0.0043 0.0224
8 0.0267 0.0043 0.0224
9 0.0268 0.0043 0.0225
10 0.0269 0.0043 0.0226
11 0.0270 0.0043 0.0226
12 0.0270 0.0043 0.0227
13 0.0271 0.0043 0.0228
14 0.0272 0.0043 0.0228
15 0.0273 0.0044 0.0229
16 0.0273 0.0044 0.0229
17 0.0274 0.0044 0.0230
18 0.0275 0.0044 0.0231
19 0.0276 0.0044 0.0232
20 0.0276 0.0044 0.0232
21 0.0277 0.0044 0.0233
22 0.0278 0.0044 0.0233
23 0.0279 0.0045 0.0234
24 0.0279 0.0045 0.0235
25 0.0281 0.0045 0.0236
26 0.0281 0.0045 0.0236
27 0.0282 0.0045 0.0237
28 0.0283 0.0045 0.0238
29 0.0284 0.0045 0.0238
30 0.0285 0.0046 0.0239
31 0.0286 0.0046 0.0240
32 0.0286 0.0046 0.0240
33 0.0287 0.0046 0.0241
34 0.0288 0.0046 0.0242
35 0.0289 0.0046 0.0243
36 0.0290 0.0046 0.0243
37 0.0291 0.0047 0.0245
38 0.0292 0.0047 0.0245
39 0.0293 0.0047 0.0246
40 0.0294 0.0047 0.0247
41 0.0295 0.0047 0.0248
42 0.0296 0.0047 0.0248
43 0.0297 0.0047 0.0249
44 0.0297 0.0048 0.0250
45 0.0299 0.0048 0.0251
Packet Page. 766
Meyers Creek – Upper tributary A 2024

Page 5 of 18 ends

46 0.0299 0.0048 0.0252
47 0.0301 0.0048 0.0253
48 0.0302 0.0048 0.0253
49 0.0303 0.0048 0.0254
50 0.0304 0.0049 0.0255
51 0.0305 0.0049 0.0256
52 0.0306 0.0049 0.0257
53 0.0307 0.0049 0.0258
54 0.0308 0.0049 0.0259
55 0.0309 0.0050 0.0260
56 0.0310 0.0050 0.0261
57 0.0312 0.0050 0.0262
58 0.0312 0.0050 0.0262
59 0.0314 0.0050 0.0264
60 0.0315 0.0050 0.0264
61 0.0316 0.0051 0.0266
62 0.0317 0.0051 0.0266
63 0.0319 0.0051 0.0268
64 0.0320 0.0051 0.0268
65 0.0321 0.0051 0.0270
66 0.0322 0.0052 0.0271
67 0.0324 0.0052 0.0272
68 0.0325 0.0052 0.0273
69 0.0326 0.0052 0.0274
70 0.0327 0.0052 0.0275
71 0.0329 0.0053 0.0276
72 0.0330 0.0053 0.0277
73 0.0332 0.0053 0.0279
74 0.0333 0.0053 0.0279
75 0.0334 0.0054 0.0281
76 0.0335 0.0054 0.0282
77 0.0337 0.0054 0.0283
78 0.0338 0.0054 0.0284
79 0.0340 0.0054 0.0286
80 0.0341 0.0055 0.0287
81 0.0343 0.0055 0.0288
82 0.0344 0.0055 0.0289
83 0.0346 0.0055 0.0291
84 0.0347 0.0056 0.0292
85 0.0350 0.0056 0.0294
86 0.0351 0.0056 0.0295
87 0.0353 0.0056 0.0296
88 0.0354 0.0057 0.0297
89 0.0356 0.0057 0.0299
90 0.0357 0.0057 0.0300
91 0.0360 0.0058 0.0302
92 0.0361 0.0058 0.0303
93 0.0363 0.0058 0.0305
94 0.0364 0.0058 0.0306
95 0.0367 0.0059 0.0308
Meyers Creek – Upper tributary A 2024

Page 6 of 18 ends

96 0.0368 0.0059 0.0309
97 0.0371 0.0059 0.0311
98 0.0372 0.0060 0.0312
99 0.0375 0.0060 0.0315
100 0.0376 0.0060 0.0316
101 0.0379 0.0061 0.0318
102 0.0380 0.0061 0.0319
103 0.0383 0.0061 0.0322
104 0.0384 0.0061 0.0323
105 0.0387 0.0062 0.0325
106 0.0389 0.0062 0.0326
107 0.0392 0.0063 0.0329
108 0.0393 0.0063 0.0330
109 0.0396 0.0063 0.0333
110 0.0398 0.0064 0.0334
111 0.0401 0.0064 0.0337
112 0.0403 0.0064 0.0338
113 0.0406 0.0065 0.0341
114 0.0408 0.0065 0.0342
115 0.0411 0.0066 0.0345
116 0.0413 0.0066 0.0347
117 0.0416 0.0067 0.0350
118 0.0418 0.0067 0.0351
119 0.0422 0.0068 0.0354
120 0.0424 0.0068 0.0356
121 0.0428 0.0068 0.0359
122 0.0430 0.0069 0.0361
123 0.0434 0.0069 0.0364
124 0.0436 0.0070 0.0366
125 0.0440 0.0070 0.0370
126 0.0442 0.0071 0.0372
127 0.0447 0.0071 0.0375
128 0.0449 0.0072 0.0377
129 0.0454 0.0073 0.0381
130 0.0456 0.0073 0.0383
131 0.0461 0.0074 0.0387
132 0.0463 0.0074 0.0389
133 0.0469 0.0075 0.0394
134 0.0471 0.0075 0.0396
135 0.0477 0.0076 0.0400
136 0.0479 0.0077 0.0403
137 0.0485 0.0078 0.0407
138 0.0488 0.0078 0.0410
139 0.0494 0.0079 0.0415
140 0.0497 0.0080 0.0417
141 0.0503 0.0081 0.0423
142 0.0507 0.0081 0.0425
143 0.0513 0.0082 0.0431
144 0.0517 0.0083 0.0434
145 0.0532 0.0085 0.0447
Packet Page. 767
Meyers Creek – Upper tributary A 2024

Page 7 of 18 ends

146 0.0536 0.0086 0.0450
147 0.0543 0.0087 0.0456
148 0.0547 0.0088 0.0460
149 0.0555 0.0089 0.0466
150 0.0559 0.0090 0.0470
151 0.0568 0.0091 0.0477
152 0.0573 0.0092 0.0481
153 0.0582 0.0093 0.0489
154 0.0587 0.0094 0.0493
155 0.0597 0.0095 0.0501
156 0.0602 0.0096 0.0506
157 0.0613 0.0098 0.0515
158 0.0619 0.0099 0.0520
159 0.0630 0.0101 0.0530
160 0.0637 0.0102 0.0535
161 0.0650 0.0104 0.0546
162 0.0656 0.0105 0.0551
163 0.0671 0.0107 0.0563
164 0.0678 0.0109 0.0570
165 0.0694 0.0111 0.0583
166 0.0702 0.0112 0.0590
167 0.0720 0.0115 0.0605
168 0.0729 0.0117 0.0612
169 0.0681 0.0109 0.0572
170 0.0691 0.0111 0.0581
171 0.0714 0.0114 0.0600
172 0.0726 0.0116 0.0610
173 0.0752 0.0120 0.0632
174 0.0766 0.0123 0.0643
175 0.0796 0.0127 0.0669
176 0.0813 0.0130 0.0683
177 0.0849 0.0136 0.0713
178 0.0869 0.0139 0.0730
179 0.0914 0.0146 0.0767
180 0.0938 0.0150 0.0788
181 0.0994 0.0159 0.0835
182 0.1026 0.0164 0.0862
183 0.1100 0.0176 0.0924
184 0.1143 0.0183 0.0960
185 0.1618 0.0259 0.1359
186 0.1679 0.0267 0.1412
187 0.1822 0.0267 0.1555
188 0.1916 0.0267 0.1649
189 0.1909 0.0267 0.1643
190 0.2099 0.0267 0.1832
191 0.2768 0.0267 0.2501
192 0.3548 0.0267 0.3282
193 0.7928 0.0267 0.7661
194 0.2360 0.0267 0.2094
195 0.2024 0.0267 0.1758
Meyers Creek – Upper tributary A 2024

Page 8 of 18 ends

Mayor and City CouncilOctober 21, 2026

Mayor and City Council
October 21, 2026