Agenda packet, regular meeting — Laguna Hills City Council, February 10, 2026 (part 6 of 11)

COMMERCIAL D 0.18 0.20 0.100 75 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.78
TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 0.78
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 304.00 DOWNSTREAM ELEVATION(FEET) = 299.70 STREET LENGTH(FEET) = 185.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 10.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 5.58
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63
STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 6.16
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.287
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.31
FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 388.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.16
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.287
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.96 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.96 SUBAREA RUNOFF(CFS) = 3.69
EFFECTIVE AREA(ACRES) = 1.33 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10

Page 901 of 1727 ends

TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 5.11
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 299.70 DOWNSTREAM(FEET) = 296.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 119.00 CHANNEL SLOPE = 0.0311 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 7.500
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.155
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.55 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.13
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.70 AVERAGE FLOW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 6.51
SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 2.05
EFFECTIVE AREA(ACRES) = 1.88 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 7.00
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 5.84
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.51
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.155
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

NATURAL FAIR COVER
"CHAPARRAL,BROADLEAF" D 0.27 0.20 1.000 81
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.96
EFFECTIVE AREA(ACRES) = 2.15 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 7.96
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
ELEVATION DATA: UPSTREAM(FEET) = 302.00 DOWNSTREAM(FEET) = 272.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.824

Page 902 of 1727 ends

SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

NATURAL FAIR COVER
"CHAPARRAL,BROADLEAF" D 0.21 0.20 1.000 81 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 0.87
TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.87
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.00
EFFECTIVE AREA(ACRES) = 0.21 AREA-AVERAGED Fm(INCH/HR)= 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 0.87
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Page 903 of 1727 ends

100-YEAR

Page 904 of 1727 ends

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1557
Analysis prepared by:

Wilson Mikami, Inc
9 CORPORATE PARK, SUITE 100
IRVINE, CA 92606
(949) 679-0090
************************** DESCRIPTION OF STUDY ************************** * KHOSHBIN MILL CREEK PROPERTY *
* EXISTING CONDITION 100-YEAR HYDROLOGY *
* BY KAM 091524 *
************************************************************************** FILE NAME: EX_MC2.DAT
TIME/DATE OF STUDY: 12:57 09/16/2024
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 203.00
ELEVATION DATA: UPSTREAM(FEET) = 316.50 DOWNSTREAM(FEET) = 304.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
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.)

Page 905 of 1727 ends

COMMERCIAL D 0.18 0.20 0.100 91 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.00
TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 1.00
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 304.00 DOWNSTREAM ELEVATION(FEET) = 299.70 STREET LENGTH(FEET) = 185.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 10.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 6.38
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71
STREET FLOW TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 6.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.520
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.18
FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 388.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.520
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.96 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.96 SUBAREA RUNOFF(CFS) = 4.75
EFFECTIVE AREA(ACRES) = 1.33 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10

Page 906 of 1727 ends

TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 6.58
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 299.70 DOWNSTREAM(FEET) = 296.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 119.00 CHANNEL SLOPE = 0.0311 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 7.500
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.357
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.55 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.90
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.07 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 6.43
SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 2.64
EFFECTIVE AREA(ACRES) = 1.88 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 9.03
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.44 FLOW VELOCITY(FEET/SEC.) = 6.28
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.43
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.357
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

NATURAL FAIR COVER
"CHAPARRAL,BROADLEAF" D 0.27 0.20 1.000 95
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 1.25
EFFECTIVE AREA(ACRES) = 2.15 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 10.28
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
ELEVATION DATA: UPSTREAM(FEET) = 302.00 DOWNSTREAM(FEET) = 272.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187

Page 907 of 1727 ends

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.)

NATURAL FAIR COVER
"CHAPARRAL,BROADLEAF" D 0.21 0.20 1.000 95 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 1.13
TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 1.13
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.00
EFFECTIVE AREA(ACRES) = 0.21 AREA-AVERAGED Fm(INCH/HR)= 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 1.13
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Page 908 of 1727 ends

HYDROLOGY MAP

Page 909 of 1727 ends

CORPORATION WILSON MIKAMI

Page 910 of 1727 ends

APPENDIX B

PROPOSED CONDITION RATIONAL METHOD

AND HYDROLOGY MAP

Page 911 of 1727 ends

25-YEAR

Page 912 of 1727 ends

____________________________________________________________________________ ****************************************************************************

Wilson Mikami, Inc
9 CORPORATE PARK, SUITE 100
IRVINE, CA 92606
(949) 679-0090
************************** DESCRIPTION OF STUDY ************************** * KHOSHBIN MILL CREEK PROPOSED CONDITION HYDROLOGY *
* 25-YEAR HYDROLOGY *
* BY KAM 011525 *
************************************************************************** FILE NAME: KOSH.DAT
TIME/DATE OF STUDY: 16:11 01/15/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00
ELEVATION DATA: UPSTREAM(FEET) = 312.40 DOWNSTREAM(FEET) = 309.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.456
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.174
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

Page 913 of 1727 ends

COMMERCIAL D 0.10 0.20 0.100 75 6.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.37
TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.37
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.46
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.174
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.24 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.89
EFFECTIVE AREA(ACRES) = 0.34 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.27
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 303.20 DOWNSTREAM(FEET) = 302.50 FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.69
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.27
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.59
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 287.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.59
RAINFALL INTENSITY(INCH/HR) = 4.12
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 0.34
TOTAL STREAM AREA(ACRES) = 0.34
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.27
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================

Page 914 of 1727 ends

INITIAL SUBAREA FLOW-LENGTH(FEET) = 254.00
ELEVATION DATA: UPSTREAM(FEET) = 312.40 DOWNSTREAM(FEET) = 308.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.326
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.222
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.10 0.20 0.100 75 6.33
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.38
TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.38
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.33
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.222
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.26 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.98
EFFECTIVE AREA(ACRES) = 0.36 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.36
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 302.70 DOWNSTREAM(FEET) = 302.50 FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.23
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.36
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.36
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 265.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.36
RAINFALL INTENSITY(INCH/HR) = 4.21
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.17

Page 915 of 1727 ends

EFFECTIVE STREAM AREA(ACRES) = 0.36
TOTAL STREAM AREA(ACRES) = 0.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.36
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.27 6.59 4.124 0.20( 0.03) 0.17 0.3 10.00
2 1.36 6.36 4.211 0.20( 0.03) 0.17 0.4 10.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.60 6.36 4.211 0.20( 0.03) 0.17 0.7 10.00
2 2.60 6.59 4.124 0.20( 0.03) 0.17 0.7 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 2.60 Tc(MIN.) = 6.36
EFFECTIVE AREA(ACRES) = 0.69 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.7
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 287.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 302.50 DOWNSTREAM(FEET) = 296.20 FLOW LENGTH(FEET) = 103.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.59
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.60
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.50
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.50
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.157
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

Page 916 of 1727 ends

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.20 DOWNSTREAM(FEET) = 294.30 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.60
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.07
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.57
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.57
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.131
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.10 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.37
EFFECTIVE AREA(ACRES) = 0.93 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.42
**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 294.30 DOWNSTREAM(FEET) = 292.30 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.70
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.42
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.65
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00
ELEVATION DATA: UPSTREAM(FEET) = 306.00 DOWNSTREAM(FEET) = 301.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.414
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.189
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.13 0.20 0.100 75 6.41

Page 917 of 1727 ends

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.49
TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) = 0.49
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.41
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.189
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.26 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.97
EFFECTIVE AREA(ACRES) = 0.45 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.68
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.70 DOWNSTREAM(FEET) = 296.50 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.23
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.68
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.48
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 283.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================

Page 918 of 1727 ends

MAINLINE Tc(MIN.) = 6.48
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.165
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.14 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.52
EFFECTIVE AREA(ACRES) = 0.59 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.20
**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.50 DOWNSTREAM(FEET) = 296.30 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.51
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.20
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.55
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.55
RAINFALL INTENSITY(INCH/HR) = 4.14
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.14
EFFECTIVE STREAM AREA(ACRES) = 0.59
TOTAL STREAM AREA(ACRES) = 0.59
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.20
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 173.00
ELEVATION DATA: UPSTREAM(FEET) = 306.00 DOWNSTREAM(FEET) = 300.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.824
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.07 0.20 0.100 75 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.30

Page 919 of 1727 ends

TOTAL AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) = 0.30
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.824
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.18 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.77
EFFECTIVE AREA(ACRES) = 0.25 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.08
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 297.80 DOWNSTREAM(FEET) = 297.60 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.64
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.08
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 5.08
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 194.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.783
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

Page 920 of 1727 ends

ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.85
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.20
PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 6.14
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.14
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.295
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.20 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.77
EFFECTIVE AREA(ACRES) = 0.48 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.84
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.14
RAINFALL INTENSITY(INCH/HR) = 4.30
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.18
EFFECTIVE STREAM AREA(ACRES) = 0.48
TOTAL STREAM AREA(ACRES) = 0.48
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.20 6.55 4.141 0.20( 0.03) 0.14 0.6 20.00
2 1.84 6.14 4.295 0.20( 0.04) 0.18 0.5 20.00

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 3.98 6.14 4.295 0.20( 0.03) 0.16 1.0 20.00
2 3.97 6.55 4.141 0.20( 0.03) 0.16 1.1 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 3.98 Tc(MIN.) = 6.14
EFFECTIVE AREA(ACRES) = 1.03 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16

Page 921 of 1727 ends

TOTAL AREA(ACRES) = 1.1
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.14
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.295
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.12 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.46
EFFECTIVE AREA(ACRES) = 1.15 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.42
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.30 DOWNSTREAM(FEET) = 274.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 25.71
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.42
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.18
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 499.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.18
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.280
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

NATURAL FAIR COVER
"CHAPARRAL,BROADLEAF" D 0.28 0.20 1.000 81
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 1.03
EFFECTIVE AREA(ACRES) = 1.43 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 5.44
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.5 TC(MIN.) = 6.18
EFFECTIVE AREA(ACRES) = 1.43 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.328 PEAK FLOW RATE(CFS) = 5.44

Page 922 of 1727 ends

** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.44 6.18 4.280 0.20( 0.07) 0.33 1.4 20.00
2 5.37 6.59 4.127 0.20( 0.06) 0.32 1.5 20.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Page 923 of 1727 ends

100-YEAR

Page 924 of 1727 ends

____________________________________________________________________________ ****************************************************************************

Wilson Mikami, Inc
9 CORPORATE PARK, SUITE 100
IRVINE, CA 92606
(949) 679-0090
************************** DESCRIPTION OF STUDY ************************** * KHOSHBIN MILL CREEK PROPOSED CONDITION HYDROLOGY *
* 100-YEAR HYDROLOGY *
* BY KAM 011525 *
************************************************************************** FILE NAME: KOSH.DAT
TIME/DATE OF STUDY: 16:11 01/15/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

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

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00
ELEVATION DATA: UPSTREAM(FEET) = 312.40 DOWNSTREAM(FEET) = 309.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.456
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.344
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.)

Page 925 of 1727 ends

COMMERCIAL D 0.10 0.20 0.100 91 6.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.48
TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.48
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.46
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.344
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.24 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 1.15
EFFECTIVE AREA(ACRES) = 0.34 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.62
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 303.20 DOWNSTREAM(FEET) = 302.50 FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.11
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.62
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.58
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 287.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.58
RAINFALL INTENSITY(INCH/HR) = 5.28
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 0.34
TOTAL STREAM AREA(ACRES) = 0.34
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.62
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================

Page 926 of 1727 ends

INITIAL SUBAREA FLOW-LENGTH(FEET) = 254.00
ELEVATION DATA: UPSTREAM(FEET) = 312.40 DOWNSTREAM(FEET) = 308.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.326
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.407
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 D 0.10 0.20 0.100 91 6.33
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.48
TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.48
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.33
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.407
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.26 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 1.26
EFFECTIVE AREA(ACRES) = 0.36 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.74
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 302.70 DOWNSTREAM(FEET) = 302.50 FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.68
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.74
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.35
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 265.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.35
RAINFALL INTENSITY(INCH/HR) = 5.39
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.17

Page 927 of 1727 ends

EFFECTIVE STREAM AREA(ACRES) = 0.36
TOTAL STREAM AREA(ACRES) = 0.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.74
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.62 6.58 5.285 0.20( 0.03) 0.17 0.3 10.00
2 1.74 6.35 5.394 0.20( 0.03) 0.17 0.4 10.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.34 6.35 5.394 0.20( 0.03) 0.17 0.7 10.00
2 3.33 6.58 5.285 0.20( 0.03) 0.17 0.7 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 3.34 Tc(MIN.) = 6.35
EFFECTIVE AREA(ACRES) = 0.69 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.7
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 287.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 302.50 DOWNSTREAM(FEET) = 296.20 FLOW LENGTH(FEET) = 103.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.42
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.34
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.49
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.49
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.328
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

Page 928 of 1727 ends

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.20 DOWNSTREAM(FEET) = 294.30 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.33
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.95
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.56
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.56
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.297
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.10 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.47
EFFECTIVE AREA(ACRES) = 0.93 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 4.40
**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 294.30 DOWNSTREAM(FEET) = 292.30 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.42
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.40
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.63
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00
ELEVATION DATA: UPSTREAM(FEET) = 306.00 DOWNSTREAM(FEET) = 301.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.414
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.364
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 D 0.13 0.20 0.100 91 6.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20

Page 929 of 1727 ends

SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.63
TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) = 0.63
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.364
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.26 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 1.25
EFFECTIVE AREA(ACRES) = 0.45 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 2.16
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.70 DOWNSTREAM(FEET) = 296.50 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.58
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.16
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.48
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 283.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.334

Page 930 of 1727 ends

SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.14 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.67
EFFECTIVE AREA(ACRES) = 0.59 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.82
**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.50 DOWNSTREAM(FEET) = 296.30 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.84
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.82
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.54
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.54
RAINFALL INTENSITY(INCH/HR) = 5.31
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.14
EFFECTIVE STREAM AREA(ACRES) = 0.59
TOTAL STREAM AREA(ACRES) = 0.59
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.82
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 173.00
ELEVATION DATA: UPSTREAM(FEET) = 306.00 DOWNSTREAM(FEET) = 300.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
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 D 0.07 0.20 0.100 91 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) = 0.39

Page 931 of 1727 ends

**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.18 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 1.00
EFFECTIVE AREA(ACRES) = 0.25 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.38
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 297.80 DOWNSTREAM(FEET) = 297.60 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.38
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.07
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 194.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.07
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.138
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

Page 932 of 1727 ends

ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.54
PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 6.06
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.06
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.541
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.20 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.99
EFFECTIVE AREA(ACRES) = 0.48 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.38
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.06
RAINFALL INTENSITY(INCH/HR) = 5.54
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.18
EFFECTIVE STREAM AREA(ACRES) = 0.48
TOTAL STREAM AREA(ACRES) = 0.48
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.38
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.82 6.54 5.305 0.20( 0.03) 0.14 0.6 20.00
2 2.38 6.06 5.541 0.20( 0.04) 0.18 0.5 20.00

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 5.11 6.06 5.541 0.20( 0.03) 0.16 1.0 20.00
2 5.09 6.54 5.305 0.20( 0.03) 0.16 1.1 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 5.11 Tc(MIN.) = 6.06
EFFECTIVE AREA(ACRES) = 1.03 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 1.1
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 439.00 FEET.

Page 933 of 1727 ends

**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.06
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.541
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.12 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.59
EFFECTIVE AREA(ACRES) = 1.15 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 5.69
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.30 DOWNSTREAM(FEET) = 274.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.010
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 27.61
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.69
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.10
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 499.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.522
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

NATURAL FAIR COVER
"CHAPARRAL,BROADLEAF" D 0.28 0.20 1.000 95
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 1.34
EFFECTIVE AREA(ACRES) = 1.43 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 7.01
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.5 TC(MIN.) = 6.10
EFFECTIVE AREA(ACRES) = 1.43 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.329 PEAK FLOW RATE(CFS) = 7.01
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE

Page 934 of 1727 ends

1 7.01 6.10 5.522 0.20( 0.07) 0.33 1.4 20.00
2 6.91 6.58 5.288 0.20( 0.06) 0.32 1.5 20.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Page 935 of 1727 ends

HYDROLOGY MAP

Page 936 of 1727 ends

CORPORATION WILSON MIKAMI

Page 937 of 1727 ends

APPENDIX C

UNIT HYDROGRAPH

EXISTING CONDITION

Page 938 of 1727 ends

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989-2018, Version 9.0 Study date 01/17/25 File Name exkosh.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Orange County Unit Hydrograph Hydrology Method
Manual Date(s) - October 1986, November 1996
Program License Serial Number 6615
---------------------------------------------------------------------

KHOSHBIN MILL CREEK
EXISTING CONDITION UNIT HYDROGRAPH 100-YEAR 24-HOUR
BY KAM 011525

-------------------------------------------------------------------- Storm Event Year = 100
Antecedent Moisture Condition = 3
English (in-lb) Input Units Used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ********
SCS curve Area Area Soil Fp Ap Fm
No.(AMCII) (Ac.) Fraction Group (In/Hr) (dec.) (In/Hr)

75.0 2.4 1.00 D 0.200 0.220 0.044
Area-averaged adjusted loss rate Fm (In/Hr) = 0.044
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr

0.53 0.220 75.0 91.0 0.99 0.816

1.87 0.780 98.0 98.0 0.20 0.958
Area-averaged catchment yield fraction, Y = 0.927
Area-averaged low loss fraction, Yb = 0.073
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Direct entry of lag time by user
Watershed area = 2.40(Ac.)
Catchment Lag time = 0.085 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 97.6944
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.044(In/Hr)
Average low loss rate fraction (Yb) = 0.073 (decimal)
FOOTHILL S-Graph Selected
Computed peak 5-minute rainfall = 0.520(In)
Computed peak 30-minute rainfall = 1.090(In)
Specified peak 1-hour rainfall = 1.450(In)
Computed peak 3-hour rainfall = 2.430(In)

Page 939 of 1727 ends

Specified peak 6-hour rainfall = 3.360(In)
Specified peak 24-hour rainfall = 5.630(In)
Rainfall depth area reduction factors:

Using a total area of 2.40(Ac.) (Ref: fig. E-4)
5-minute factor = 1.000 Adjusted rainfall = 0.520(In)
30-minute factor = 1.000 Adjusted rainfall = 1.090(In)
1-hour factor = 1.000 Adjusted rainfall = 1.450(In)
3-hour factor = 1.000 Adjusted rainfall = 2.430(In)
6-hour factor = 1.000 Adjusted rainfall = 3.360(In)
24-hour factor = 1.000 Adjusted rainfall = 5.630(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 29.02 (CFS))
1 13.614 3.952
2 69.070 16.096
3 87.941 5.478
4 95.642 2.235
5 98.353 0.787
6 99.235 0.256
7 99.824 0.171
8 100.000 0.051
--------------------------------------------------------------------- -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.35(In)
Total effective rainfall = 5.28(In)
Peak flow rate in flood hydrograph = 10.00(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - 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 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0
----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q | | | |
0+10 0.0011 0.14 Q | | | |
0+15 0.0023 0.17 Q | | | |
0+20 0.0036 0.19 Q | | | |
0+25 0.0049 0.19 Q | | | |
0+30 0.0063 0.20 Q | | | |
0+35 0.0077 0.20 Q | | | |
0+40 0.0090 0.20 Q | | | |
0+45 0.0104 0.20 Q | | | |
0+50 0.0118 0.20 Q | | | |
0+55 0.0132 0.20 Q | | | |
1+ 0 0.0146 0.20 Q | | | |
1+ 5 0.0160 0.20 Q | | | |
1+10 0.0174 0.20 Q | | | |
1+15 0.0188 0.20 Q | | | |
1+20 0.0202 0.21 Q | | | |
1+25 0.0216 0.21 Q | | | |

Page 940 of 1727 ends

1+30 0.0230 0.21 Q | | | |
1+35 0.0245 0.21 Q | | | |
1+40 0.0259 0.21 Q | | | |
1+45 0.0273 0.21 QV | | | |
1+50 0.0288 0.21 QV | | | |
1+55 0.0302 0.21 QV | | | |
2+ 0 0.0317 0.21 QV | | | |
2+ 5 0.0332 0.21 QV | | | |
2+10 0.0346 0.21 QV | | | |
2+15 0.0361 0.21 QV | | | |
2+20 0.0376 0.21 QV | | | |
2+25 0.0390 0.22 QV | | | |
2+30 0.0405 0.22 QV | | | |
2+35 0.0420 0.22 QV | | | |
2+40 0.0435 0.22 QV | | | |
2+45 0.0450 0.22 QV | | | |
2+50 0.0465 0.22 QV | | | |
2+55 0.0481 0.22 QV | | | |
3+ 0 0.0496 0.22 QV | | | |
3+ 5 0.0511 0.22 QV | | | |
3+10 0.0526 0.22 QV | | | |
3+15 0.0542 0.22 Q V | | | |
3+20 0.0557 0.22 Q V | | | |
3+25 0.0573 0.23 Q V | | | |
3+30 0.0588 0.23 Q V | | | |
3+35 0.0604 0.23 Q V | | | |
3+40 0.0620 0.23 Q V | | | |
3+45 0.0636 0.23 Q V | | | |
3+50 0.0652 0.23 Q V | | | |
3+55 0.0667 0.23 Q V | | | |
4+ 0 0.0683 0.23 Q V | | | |
4+ 5 0.0700 0.23 Q V | | | |
4+10 0.0716 0.23 Q V | | | |
4+15 0.0732 0.24 Q V | | | |
4+20 0.0748 0.24 Q V | | | |
4+25 0.0764 0.24 Q V | | | |
4+30 0.0781 0.24 Q V | | | |
4+35 0.0797 0.24 Q V | | | |
4+40 0.0814 0.24 Q V | | | |
4+45 0.0831 0.24 Q V | | | |
4+50 0.0847 0.24 Q V | | | |
4+55 0.0864 0.24 Q V | | | |
5+ 0 0.0881 0.25 Q V | | | |
5+ 5 0.0898 0.25 Q V | | | |
5+10 0.0915 0.25 Q V | | | |
5+15 0.0932 0.25 Q V | | | |
5+20 0.0949 0.25 Q V | | | |
5+25 0.0967 0.25 Q V | | | |
5+30 0.0984 0.25 Q V | | | |
5+35 0.1001 0.25 Q V | | | |
5+40 0.1019 0.25 Q V | | | |
5+45 0.1037 0.26 Q V | | | |
5+50 0.1054 0.26 Q V | | | |
5+55 0.1072 0.26 Q V | | | |
6+ 0 0.1090 0.26 Q V | | | |
6+ 5 0.1108 0.26 Q V | | | |
6+10 0.1126 0.26 Q V | | | |
6+15 0.1144 0.26 Q V | | | |
6+20 0.1163 0.27 Q V | | | |
6+25 0.1181 0.27 Q V | | | |
6+30 0.1200 0.27 Q V | | | |
6+35 0.1218 0.27 Q V | | | |
6+40 0.1237 0.27 Q V | | | |

Page 941 of 1727 ends

6+45 0.1256 0.27 Q V | | | |
6+50 0.1274 0.27 Q V | | | |
6+55 0.1293 0.28 Q V | | | |
7+ 0 0.1313 0.28 Q V | | | |
7+ 5 0.1332 0.28 Q V | | | |
7+10 0.1351 0.28 Q V | | | |
7+15 0.1371 0.28 Q V | | | |
7+20 0.1390 0.28 Q V | | | |
7+25 0.1410 0.29 Q V | | | |
7+30 0.1430 0.29 Q V | | | |
7+35 0.1449 0.29 Q V | | | |
7+40 0.1470 0.29 Q V | | | |
7+45 0.1490 0.29 Q V | | | |
7+50 0.1510 0.29 Q V | | | |
7+55 0.1530 0.30 Q V | | | |
8+ 0 0.1551 0.30 Q V | | | |
8+ 5 0.1572 0.30 Q V | | | |
8+10 0.1592 0.30 Q V | | | |
8+15 0.1613 0.30 Q V | | | |
8+20 0.1634 0.31 Q V | | | |
8+25 0.1656 0.31 Q V | | | |
8+30 0.1677 0.31 Q V | | | |
8+35 0.1698 0.31 Q V | | | |
8+40 0.1720 0.31 Q V | | | |
8+45 0.1742 0.32 Q V | | | |
8+50 0.1764 0.32 Q V | | | |
8+55 0.1786 0.32 Q V | | | |
9+ 0 0.1808 0.32 Q V | | | |
9+ 5 0.1831 0.33 Q V | | | |
9+10 0.1853 0.33 Q V | | | |
9+15 0.1876 0.33 Q V | | | |
9+20 0.1899 0.33 Q V | | | |
9+25 0.1922 0.34 Q V | | | |
9+30 0.1946 0.34 Q V | | | |
9+35 0.1969 0.34 Q V | | | |
9+40 0.1993 0.34 Q V | | | |
9+45 0.2017 0.35 Q V | | | |
9+50 0.2041 0.35 Q V | | | |
9+55 0.2065 0.35 Q V | | | |
10+ 0 0.2090 0.36 Q V | | | |
10+ 5 0.2114 0.36 Q V | | | |
10+10 0.2139 0.36 Q V | | | |
10+15 0.2164 0.36 Q V | | | |
10+20 0.2190 0.37 Q V | | | |
10+25 0.2215 0.37 Q V | | | |
10+30 0.2241 0.38 Q V | | | |
10+35 0.2267 0.38 Q V | | | |
10+40 0.2294 0.38 Q V | | | |
10+45 0.2320 0.39 Q V | | | |
10+50 0.2347 0.39 Q V | | | |
10+55 0.2374 0.39 Q V | | | |
11+ 0 0.2401 0.40 Q V| | | |
11+ 5 0.2429 0.40 Q V| | | |
11+10 0.2457 0.41 Q V| | | |
11+15 0.2485 0.41 Q V| | | |
11+20 0.2514 0.41 Q V| | | |
11+25 0.2542 0.42 Q V| | | |
11+30 0.2572 0.42 Q V| | | |
11+35 0.2601 0.43 Q V| | | |
11+40 0.2631 0.43 Q V| | | |
11+45 0.2661 0.44 Q V | | |
11+50 0.2692 0.44 Q V | | |
11+55 0.2723 0.45 Q V | | |

Page 942 of 1727 ends

12+ 0 0.2754 0.45 Q V | | |
12+ 5 0.2787 0.48 Q V | | |
12+10 0.2825 0.55 |Q V | | |
12+15 0.2864 0.58 |Q V | | |
12+20 0.2905 0.59 |Q |V | | |
12+25 0.2947 0.60 |Q |V | | |
12+30 0.2989 0.61 |Q |V | | |
12+35 0.3032 0.62 |Q |V | | |
12+40 0.3075 0.63 |Q |V | | |
12+45 0.3119 0.64 |Q |V | | |
12+50 0.3163 0.65 |Q |V | | |
12+55 0.3208 0.65 |Q | V | | |
13+ 0 0.3254 0.66 |Q | V | | |
13+ 5 0.3300 0.67 |Q | V | | |
13+10 0.3347 0.68 |Q | V | | |
13+15 0.3395 0.69 |Q | V | | |
13+20 0.3443 0.70 |Q | V | | |
13+25 0.3493 0.71 |Q | V | | |
13+30 0.3543 0.73 |Q | V | | |
13+35 0.3593 0.74 |Q | V | | |
13+40 0.3645 0.75 |Q | V | | |
13+45 0.3698 0.76 |Q | V | | |
13+50 0.3752 0.78 |Q | V | | |
13+55 0.3806 0.79 |Q | V | | |
14+ 0 0.3862 0.81 |Q | V | | |
14+ 5 0.3919 0.83 |Q | V | | |
14+10 0.3978 0.85 |Q | V | | |
14+15 0.4037 0.87 |Q | V | | |
14+20 0.4099 0.89 |Q | V | | |
14+25 0.4162 0.91 |Q | V | | |
14+30 0.4226 0.94 |Q | V | | |
14+35 0.4292 0.96 |Q | V | | |
14+40 0.4361 0.99 |Q | V | | |
14+45 0.4431 1.02 | Q | V | | |
14+50 0.4503 1.05 | Q | V | | |
14+55 0.4578 1.09 | Q | V | | |
15+ 0 0.4656 1.13 | Q | V | | |
15+ 5 0.4737 1.17 | Q | V | | |
15+10 0.4821 1.23 | Q | V | | |
15+15 0.4910 1.28 | Q | V | | |
15+20 0.5003 1.35 | Q | V | | |
15+25 0.5099 1.40 | Q | V| | |
15+30 0.5195 1.39 | Q | V| | |
15+35 0.5296 1.46 | Q | V | |
15+40 0.5407 1.61 | Q | V | |
15+45 0.5530 1.78 | Q | V | |
15+50 0.5673 2.08 | Q | |V | |
15+55 0.5844 2.48 | Q | | V | |
16+ 0 0.6074 3.35 | Q | | V | |
16+ 5 0.6467 5.71 | |Q | V | |
16+10 0.7156 10.00 | | Q V | |
16+15 0.7515 5.21 | Q | V | |
16+20 0.7734 3.18 | Q | | V| |
16+25 0.7881 2.13 | Q | | V| |
16+30 0.7999 1.71 | Q | | V |
16+35 0.8101 1.48 | Q | | V |
16+40 0.8190 1.30 | Q | | |V |
16+45 0.8271 1.17 | Q | | |V |
16+50 0.8345 1.08 | Q | | |V |
16+55 0.8415 1.01 | Q | | |V |
17+ 0 0.8481 0.96 |Q | | | V |
17+ 5 0.8543 0.91 |Q | | | V |
17+10 0.8602 0.86 |Q | | | V |

Page 943 of 1727 ends

17+15 0.8659 0.82 |Q | | | V |
17+20 0.8713 0.79 |Q | | | V |
17+25 0.8766 0.76 |Q | | | V |
17+30 0.8816 0.73 |Q | | | V |
17+35 0.8865 0.71 |Q | | | V |
17+40 0.8913 0.69 |Q | | | V |
17+45 0.8959 0.67 |Q | | | V |
17+50 0.9004 0.65 |Q | | | V |
17+55 0.9047 0.63 |Q | | | V |
18+ 0 0.9090 0.62 |Q | | | V |
18+ 5 0.9130 0.59 |Q | | | V |
18+10 0.9165 0.51 |Q | | | V |
18+15 0.9198 0.47 Q | | | V |
18+20 0.9229 0.45 Q | | | V |
18+25 0.9259 0.44 Q | | | V |
18+30 0.9289 0.43 Q | | | V |
18+35 0.9317 0.42 Q | | | V |
18+40 0.9346 0.41 Q | | | V |
18+45 0.9373 0.40 Q | | | V |
18+50 0.9400 0.39 Q | | | V |
18+55 0.9427 0.38 Q | | | V |
19+ 0 0.9453 0.38 Q | | | V |
19+ 5 0.9478 0.37 Q | | | V |
19+10 0.9503 0.36 Q | | | V |
19+15 0.9528 0.36 Q | | | V |
19+20 0.9552 0.35 Q | | | V |
19+25 0.9576 0.35 Q | | | V |
19+30 0.9599 0.34 Q | | | V |
19+35 0.9622 0.34 Q | | | V |
19+40 0.9645 0.33 Q | | | V |
19+45 0.9667 0.33 Q | | | V |
19+50 0.9689 0.32 Q | | | V |
19+55 0.9711 0.32 Q | | | V |
20+ 0 0.9733 0.31 Q | | | V |
20+ 5 0.9754 0.31 Q | | | V |
20+10 0.9775 0.30 Q | | | V |
20+15 0.9795 0.30 Q | | | V |
20+20 0.9816 0.30 Q | | | V |
20+25 0.9836 0.29 Q | | | V |
20+30 0.9856 0.29 Q | | | V |
20+35 0.9875 0.28 Q | | | V |
20+40 0.9895 0.28 Q | | | V |
20+45 0.9914 0.28 Q | | | V |
20+50 0.9933 0.28 Q | | | V |
20+55 0.9952 0.27 Q | | | V |
21+ 0 0.9970 0.27 Q | | | V |
21+ 5 0.9988 0.27 Q | | | V |
21+10 1.0007 0.26 Q | | | V |
21+15 1.0025 0.26 Q | | | V |
21+20 1.0042 0.26 Q | | | V |
21+25 1.0060 0.26 Q | | | V |
21+30 1.0077 0.25 Q | | | V |
21+35 1.0095 0.25 Q | | | V |
21+40 1.0112 0.25 Q | | | V |
21+45 1.0129 0.25 Q | | | V |
21+50 1.0145 0.24 Q | | | V |
21+55 1.0162 0.24 Q | | | V |
22+ 0 1.0178 0.24 Q | | | V |
22+ 5 1.0195 0.24 Q | | | V |
22+10 1.0211 0.23 Q | | | V |
22+15 1.0227 0.23 Q | | | V |
22+20 1.0243 0.23 Q | | | V |
22+25 1.0259 0.23 Q | | | V |

Page 944 of 1727 ends

22+30 1.0274 0.23 Q | | | V |
22+35 1.0290 0.23 Q | | | V |
22+40 1.0305 0.22 Q | | | V|
22+45 1.0320 0.22 Q | | | V|
22+50 1.0336 0.22 Q | | | V|
22+55 1.0351 0.22 Q | | | V|
23+ 0 1.0366 0.22 Q | | | V|
23+ 5 1.0380 0.21 Q | | | V|
23+10 1.0395 0.21 Q | | | V|
23+15 1.0410 0.21 Q | | | V|
23+20 1.0424 0.21 Q | | | V|
23+25 1.0438 0.21 Q | | | V|
23+30 1.0453 0.21 Q | | | V|
23+35 1.0467 0.21 Q | | | V|
23+40 1.0481 0.20 Q | | | V|
23+45 1.0495 0.20 Q | | | V|
23+50 1.0509 0.20 Q | | | V|
23+55 1.0523 0.20 Q | | | V|
24+ 0 1.0536 0.20 Q | | | V|
-----------------------------------------------------------------------

Page 945 of 1727 ends

APPENDIX D

UNIT HYDROGRAPH

PROPOSED CONDITION

Page 946 of 1727 ends

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989-2018, Version 9.0 Study date 01/17/25 File Name PRKOSH.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Orange County Unit Hydrograph Hydrology Method
Manual Date(s) - October 1986, November 1996
Program License Serial Number 6615
---------------------------------------------------------------------

KHOSHBIN MILL CREEK DEVELOPMENT
PROPOSED CONDITION UNIT HYDROGRAPH 100-YEAR 24 HOUR STORM EVENT BY KAM 011525

75.0 2.4 1.00 D 0.200 0.260 0.052
Area-averaged adjusted loss rate Fm (In/Hr) = 0.052
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr

0.62 0.260 75.0 91.0 0.99 0.816

1.78 0.740 98.0 98.0 0.20 0.958
Area-averaged catchment yield fraction, Y = 0.921
Area-averaged low loss fraction, Yb = 0.079
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ User entry of time of concentration = 0.088 (hours)
Watershed area = 2.40(Ac.)
Catchment Lag time = 0.070 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 118.3712
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.052(In/Hr)
Average low loss rate fraction (Yb) = 0.079 (decimal)
FOOTHILL S-Graph Selected
Computed peak 5-minute rainfall = 0.520(In)
Computed peak 30-minute rainfall = 1.090(In)
Specified peak 1-hour rainfall = 1.450(In)
Computed peak 3-hour rainfall = 2.430(In)

Page 947 of 1727 ends

Specified peak 6-hour rainfall = 3.360(In)
Specified peak 24-hour rainfall = 5.630(In)
Rainfall depth area reduction factors:

Using a total area of 2.40(Ac.) (Ref: fig. E-4)
5-minute factor = 1.000 Adjusted rainfall = 0.520(In)
30-minute factor = 1.000 Adjusted rainfall = 1.090(In)
1-hour factor = 1.000 Adjusted rainfall = 1.450(In)
3-hour factor = 1.000 Adjusted rainfall = 2.430(In)
6-hour factor = 1.000 Adjusted rainfall = 3.360(In)
24-hour factor = 1.000 Adjusted rainfall = 5.630(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 29.02 (CFS))
1 20.855 6.053
2 76.963 16.285
3 92.690 4.565
4 97.911 1.515
5 99.199 0.374
6 100.000 0.233
--------------------------------------------------------------------- -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.38(In)
Total effective rainfall = 5.25(In)
Peak flow rate in flood hydrograph = 10.00(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - 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 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q | | | |
0+10 0.0013 0.15 Q | | | |
0+15 0.0026 0.18 Q | | | |
0+20 0.0039 0.19 Q | | | |
0+25 0.0052 0.19 Q | | | |
0+30 0.0066 0.20 Q | | | |
0+35 0.0079 0.20 Q | | | |
0+40 0.0093 0.20 Q | | | |
0+45 0.0107 0.20 Q | | | |
0+50 0.0121 0.20 Q | | | |
0+55 0.0134 0.20 Q | | | |
1+ 0 0.0148 0.20 Q | | | |
1+ 5 0.0162 0.20 Q | | | |
1+10 0.0176 0.20 Q | | | |
1+15 0.0190 0.20 Q | | | |
1+20 0.0204 0.20 Q | | | |
1+25 0.0218 0.20 Q | | | |
1+30 0.0232 0.21 Q | | | |
1+35 0.0247 0.21 Q | | | |

Page 948 of 1727 ends

1+40 0.0261 0.21 Q | | | |
1+45 0.0275 0.21 QV | | | |
1+50 0.0290 0.21 QV | | | |
1+55 0.0304 0.21 QV | | | |
2+ 0 0.0318 0.21 QV | | | |
2+ 5 0.0333 0.21 QV | | | |
2+10 0.0348 0.21 QV | | | |
2+15 0.0362 0.21 QV | | | |
2+20 0.0377 0.21 QV | | | |
2+25 0.0392 0.21 QV | | | |
2+30 0.0406 0.21 QV | | | |
2+35 0.0421 0.22 QV | | | |
2+40 0.0436 0.22 QV | | | |
2+45 0.0451 0.22 QV | | | |
2+50 0.0466 0.22 QV | | | |
2+55 0.0481 0.22 QV | | | |
3+ 0 0.0496 0.22 QV | | | |
3+ 5 0.0512 0.22 QV | | | |
3+10 0.0527 0.22 Q V | | | |
3+15 0.0542 0.22 Q V | | | |
3+20 0.0558 0.22 Q V | | | |
3+25 0.0573 0.22 Q V | | | |
3+30 0.0589 0.23 Q V | | | |
3+35 0.0604 0.23 Q V | | | |
3+40 0.0620 0.23 Q V | | | |
3+45 0.0636 0.23 Q V | | | |
3+50 0.0651 0.23 Q V | | | |
3+55 0.0667 0.23 Q V | | | |
4+ 0 0.0683 0.23 Q V | | | |
4+ 5 0.0699 0.23 Q V | | | |
4+10 0.0715 0.23 Q V | | | |
4+15 0.0731 0.23 Q V | | | |
4+20 0.0747 0.24 Q V | | | |
4+25 0.0764 0.24 Q V | | | |
4+30 0.0780 0.24 Q V | | | |
4+35 0.0796 0.24 Q V | | | |
4+40 0.0813 0.24 Q V | | | |
4+45 0.0830 0.24 Q V | | | |
4+50 0.0846 0.24 Q V | | | |
4+55 0.0863 0.24 Q V | | | |
5+ 0 0.0880 0.24 Q V | | | |
5+ 5 0.0897 0.25 Q V | | | |
5+10 0.0914 0.25 Q V | | | |
5+15 0.0931 0.25 Q V | | | |
5+20 0.0948 0.25 Q V | | | |
5+25 0.0965 0.25 Q V | | | |
5+30 0.0982 0.25 |Q V | | | |
5+35 0.1000 0.25 |Q V | | | |
5+40 0.1017 0.25 |Q V | | | |
5+45 0.1035 0.25 |Q V | | | |
5+50 0.1052 0.26 |Q V | | | |
5+55 0.1070 0.26 |Q V | | | |
6+ 0 0.1088 0.26 |Q V | | | |
6+ 5 0.1106 0.26 |Q V | | | |
6+10 0.1124 0.26 |Q V | | | |
6+15 0.1142 0.26 |Q V | | | |
6+20 0.1160 0.26 |Q V | | | |
6+25 0.1178 0.27 |Q V | | | |
6+30 0.1197 0.27 |Q V | | | |
6+35 0.1215 0.27 |Q V | | | |
6+40 0.1234 0.27 |Q V | | | |
6+45 0.1252 0.27 |Q V | | | |
6+50 0.1271 0.27 |Q V | | | |

Page 949 of 1727 ends

6+55 0.1290 0.27 |Q V | | | |
7+ 0 0.1309 0.28 |Q V | | | |
7+ 5 0.1328 0.28 |Q V | | | |
7+10 0.1347 0.28 |Q V | | | |
7+15 0.1367 0.28 |Q V | | | |
7+20 0.1386 0.28 |Q V | | | |
7+25 0.1406 0.28 |Q V | | | |
7+30 0.1426 0.29 |Q V | | | |
7+35 0.1445 0.29 |Q V | | | |
7+40 0.1465 0.29 |Q V | | | |
7+45 0.1485 0.29 |Q V | | | |
7+50 0.1506 0.29 |Q V | | | |
7+55 0.1526 0.29 |Q V | | | |
8+ 0 0.1546 0.30 |Q V | | | |
8+ 5 0.1567 0.30 |Q V | | | |
8+10 0.1588 0.30 |Q V | | | |
8+15 0.1608 0.30 |Q V | | | |
8+20 0.1629 0.30 |Q V | | | |
8+25 0.1651 0.31 |Q V | | | |
8+30 0.1672 0.31 |Q V | | | |
8+35 0.1693 0.31 |Q V | | | |
8+40 0.1715 0.31 |Q V | | | |
8+45 0.1737 0.32 |Q V | | | |
8+50 0.1758 0.32 |Q V | | | |
8+55 0.1780 0.32 |Q V | | | |
9+ 0 0.1803 0.32 |Q V | | | |
9+ 5 0.1825 0.32 |Q V | | | |
9+10 0.1848 0.33 |Q V | | | |
9+15 0.1870 0.33 |Q V | | | |
9+20 0.1893 0.33 |Q V | | | |
9+25 0.1916 0.33 |Q V | | | |
9+30 0.1939 0.34 |Q V | | | |
9+35 0.1963 0.34 |Q V | | | |
9+40 0.1986 0.34 |Q V | | | |
9+45 0.2010 0.35 |Q V | | | |
9+50 0.2034 0.35 |Q V | | | |
9+55 0.2058 0.35 |Q V | | | |
10+ 0 0.2083 0.35 |Q V | | | |
10+ 5 0.2107 0.36 |Q V | | | |
10+10 0.2132 0.36 |Q V | | | |
10+15 0.2157 0.36 |Q V | | | |
10+20 0.2182 0.37 |Q V | | | |
10+25 0.2208 0.37 |Q V | | | |
10+30 0.2234 0.37 |Q V | | | |
10+35 0.2260 0.38 |Q V | | | |
10+40 0.2286 0.38 |Q V | | | |
10+45 0.2312 0.38 |Q V | | | |
10+50 0.2339 0.39 |Q V | | | |
10+55 0.2366 0.39 |Q V| | | |
11+ 0 0.2393 0.40 |Q V| | | |
11+ 5 0.2421 0.40 |Q V| | | |
11+10 0.2449 0.40 |Q V| | | |
11+15 0.2477 0.41 |Q V| | | |
11+20 0.2505 0.41 |Q V| | | |
11+25 0.2534 0.42 |Q V| | | |
11+30 0.2563 0.42 |Q V| | | |
11+35 0.2592 0.43 |Q V| | | |
11+40 0.2622 0.43 |Q V| | | |
11+45 0.2652 0.44 |Q V | | |
11+50 0.2683 0.44 |Q V | | |
11+55 0.2713 0.45 |Q V | | |
12+ 0 0.2745 0.45 |Q V | | |
12+ 5 0.2778 0.48 |Q V | | |

Page 950 of 1727 ends

12+10 0.2816 0.56 | Q V | | |
12+15 0.2856 0.58 | Q V | | |
12+20 0.2897 0.59 | Q |V | | |
12+25 0.2939 0.60 | Q |V | | |
12+30 0.2981 0.61 | Q |V | | |
12+35 0.3023 0.62 | Q |V | | |
12+40 0.3067 0.63 | Q |V | | |
12+45 0.3110 0.63 | Q |V | | |
12+50 0.3155 0.64 | Q | V | | |
12+55 0.3199 0.65 | Q | V | | |
13+ 0 0.3245 0.66 | Q | V | | |
13+ 5 0.3291 0.67 | Q | V | | |
13+10 0.3338 0.68 | Q | V | | |
13+15 0.3386 0.69 | Q | V | | |
13+20 0.3434 0.70 | Q | V | | |
13+25 0.3483 0.71 | Q | V | | |
13+30 0.3533 0.72 | Q | V | | |
13+35 0.3584 0.74 | Q | V | | |
13+40 0.3635 0.75 | Q | V | | |
13+45 0.3688 0.76 | Q | V | | |
13+50 0.3741 0.78 | Q | V | | |
13+55 0.3796 0.79 | Q | V | | |
14+ 0 0.3852 0.81 | Q | V | | |
14+ 5 0.3909 0.83 | Q | V | | |
14+10 0.3967 0.85 | Q | V | | |
14+15 0.4027 0.87 | Q | V | | |
14+20 0.4088 0.89 | Q | V | | |
14+25 0.4151 0.91 | Q | V | | |
14+30 0.4216 0.94 | Q | V | | |
14+35 0.4282 0.96 | Q | V | | |
14+40 0.4350 0.99 | Q | V | | |
14+45 0.4420 1.02 | Q | V | | |
14+50 0.4493 1.06 | Q | V | | |
14+55 0.4568 1.09 | Q | V | | |
15+ 0 0.4646 1.13 | Q | V | | |
15+ 5 0.4727 1.18 | Q | V | | |
15+10 0.4812 1.23 | Q | V | | |
15+15 0.4901 1.29 | Q | V | | |
15+20 0.4994 1.36 | Q | V| | |
15+25 0.5090 1.39 | Q | V| | |
15+30 0.5186 1.39 | Q | V| | |
15+35 0.5287 1.47 | Q | V | |
15+40 0.5398 1.62 | Q | V | |
15+45 0.5523 1.81 | Q | |V | |
15+50 0.5670 2.12 | Q | |V | |
15+55 0.5848 2.58 | Q | V | |
16+ 0 0.6091 3.54 | | Q | V | |
16+ 5 0.6545 6.58 | | | V Q | |
16+10 0.7233 10.00 | | | V | Q|
16+15 0.7556 4.69 | | Q | V | |
16+20 0.7745 2.74 | Q | V| |
16+25 0.7873 1.86 | Q | | V |
16+30 0.7983 1.61 | Q | | V |
16+35 0.8077 1.36 | Q | | V |
16+40 0.8162 1.23 | Q | | |V |
16+45 0.8240 1.13 | Q | | |V |
16+50 0.8312 1.05 | Q | | |V |
16+55 0.8381 0.99 | Q | | |V |
17+ 0 0.8445 0.94 | Q | | | V |
17+ 5 0.8506 0.89 | Q | | | V |
17+10 0.8564 0.85 | Q | | | V |
17+15 0.8620 0.81 | Q | | | V |
17+20 0.8674 0.78 | Q | | | V |

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17+25 0.8725 0.75 | Q | | | V |
17+30 0.8775 0.72 | Q | | | V |
17+35 0.8823 0.70 | Q | | | V |
17+40 0.8870 0.68 | Q | | | V |
17+45 0.8916 0.66 | Q | | | V |
17+50 0.8960 0.64 | Q | | | V |
17+55 0.9003 0.63 | Q | | | V |
18+ 0 0.9045 0.61 | Q | | | V |
18+ 5 0.9084 0.57 | Q | | | V |
18+10 0.9118 0.49 |Q | | | V |
18+15 0.9150 0.46 |Q | | | V |
18+20 0.9181 0.44 |Q | | | V |
18+25 0.9210 0.43 |Q | | | V |
18+30 0.9239 0.42 |Q | | | V |
18+35 0.9268 0.41 |Q | | | V |
18+40 0.9296 0.40 |Q | | | V |
18+45 0.9323 0.40 |Q | | | V |
18+50 0.9350 0.39 |Q | | | V |
18+55 0.9376 0.38 |Q | | | V |
19+ 0 0.9401 0.37 |Q | | | V |
19+ 5 0.9427 0.37 |Q | | | V |
19+10 0.9452 0.36 |Q | | | V |
19+15 0.9476 0.35 |Q | | | V |
19+20 0.9500 0.35 |Q | | | V |
19+25 0.9523 0.34 |Q | | | V |
19+30 0.9547 0.34 |Q | | | V |
19+35 0.9569 0.33 |Q | | | V |
19+40 0.9592 0.33 |Q | | | V |
19+45 0.9614 0.32 |Q | | | V |
19+50 0.9636 0.32 |Q | | | V |
19+55 0.9658 0.31 |Q | | | V |
20+ 0 0.9679 0.31 |Q | | | V |
20+ 5 0.9700 0.30 |Q | | | V |
20+10 0.9720 0.30 |Q | | | V |
20+15 0.9741 0.30 |Q | | | V |
20+20 0.9761 0.29 |Q | | | V |
20+25 0.9781 0.29 |Q | | | V |
20+30 0.9801 0.29 |Q | | | V |
20+35 0.9820 0.28 |Q | | | V |
20+40 0.9839 0.28 |Q | | | V |
20+45 0.9858 0.28 |Q | | | V |
20+50 0.9877 0.27 |Q | | | V |
20+55 0.9896 0.27 |Q | | | V |
21+ 0 0.9914 0.27 |Q | | | V |
21+ 5 0.9932 0.26 |Q | | | V |
21+10 0.9950 0.26 |Q | | | V |
21+15 0.9968 0.26 |Q | | | V |
21+20 0.9986 0.26 |Q | | | V |
21+25 1.0003 0.25 |Q | | | V |
21+30 1.0020 0.25 |Q | | | V |
21+35 1.0038 0.25 Q | | | V |
21+40 1.0055 0.25 Q | | | V |
21+45 1.0071 0.24 Q | | | V |
21+50 1.0088 0.24 Q | | | V |
21+55 1.0104 0.24 Q | | | V |
22+ 0 1.0121 0.24 Q | | | V |
22+ 5 1.0137 0.24 Q | | | V |
22+10 1.0153 0.23 Q | | | V |
22+15 1.0169 0.23 Q | | | V |
22+20 1.0185 0.23 Q | | | V |
22+25 1.0200 0.23 Q | | | V |
22+30 1.0216 0.23 Q | | | V |
22+35 1.0231 0.22 Q | | | V|

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22+40 1.0246 0.22 Q | | | V|
22+45 1.0262 0.22 Q | | | V|
22+50 1.0277 0.22 Q | | | V|
22+55 1.0292 0.22 Q | | | V|
23+ 0 1.0306 0.21 Q | | | V|
23+ 5 1.0321 0.21 Q | | | V|
23+10 1.0336 0.21 Q | | | V|
23+15 1.0350 0.21 Q | | | V|
23+20 1.0364 0.21 Q | | | V|
23+25 1.0379 0.21 Q | | | V|
23+30 1.0393 0.21 Q | | | V|
23+35 1.0407 0.20 Q | | | V|
23+40 1.0421 0.20 Q | | | V|
23+45 1.0435 0.20 Q | | | V|
23+50 1.0448 0.20 Q | | | V|
23+55 1.0462 0.20 Q | | | V|
24+ 0 1.0476 0.20 Q | | | V|
-----------------------------------------------------------------------

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23161 MILL CREEK PROJECT

CITY OF LAGUNA HILLS

FINAL HYDROLOGY REPORT
Prepared for:

Toll Brothers
350 Commerce, Suite 200
Irvine, CA 92602
October, 2025
Prepared by:

WILSON•MIKAMI•CORPORATION
9 CORPORATE PARK•SUITE 100•IRVINE•CA•92606
Phone: (949) 679-0090 Fax: (949) 679-0091

Page 954 of 1727 ends

TABLE OF CONTENTS
I. Introduction
Project Description 1
Purpose 1
Methodology 1
Conclusion 2
Project Location Map Fig. 1
Project Soils Map Fig. 2
NOAA Atlas 14 Point Precipitation Values Fig. 3

II. References
III. Appendices
A. Existing Condtion Rational Method Q25 and Q100 Hydrology and Hydrology Map
B. Proposed Condition Rational Method Q25 and Q100 Hydrology and Hydrology Map
C. Existing Condition Unit Hydrograph analysis for a 100 Year -24 Hour Storm Event
D. Proposed Condition Unit Hydrograph analysis for a 100 Year- 24 Hour Storm Event
E. Catch Basin Calculations
F. Parkway Culvert Calculations
G. Hydraulic Calculations

Page 955 of 1727 ends

I. INTRODUCTION
A. PROJECT DESCRIPTION:

Toll Brothers is proposing the development of a 2.4 acre site within the City of Laguna Hills, at Mill Creek Drive (Refer to Project Location Map, Figure 1). The site will consist of 18 duplex units, 36 residences.

The existing project site is currently a commercial building and parking lot and surface drains through a series of v-gutters down the drive entrance on onto Mill Creek Drive. There are currently no underground storm drain pipes.

The drainage from the project is collected by a series of area drains and catch basins to collect street flow. The south half of the property drains out to Mill Creek through a proposed parkway culvert near the proposed driveway. The north half of the property drains out to Mill Creek Drive through a second proposed parkway culvert near the northeast corner of the site.

B. PURPOSE:

This drainage report is intended to analyze the proposed drainage facilities associated with the project improvements and determine that the receiving facilities are not overburdened.

C. METHODOLOGY:

The existing and proposed conditions were analyzed utilizing the Advanced Engineering Software (AES) package for Orange County (RATSCX) (ref. 2). A rational method hydrology analysis was performed on both the existing pre-development, and proposed post-development condition for the 25 and 100-year storm events. The results are summarized in the table below and included in Appendix A and B of this report.

Existing Condition Area (ac) Q25 (cfs) Q100 (cfs)
Sub-area A 2.2 8.0 10.3
Sub-area B 0.2 0.9 1.1
Total 2.4 8.9 11.4
Proposed Condition
Sub-area A 0.9 3.6 4.4
Sub-area B 1.5 4.3 5.6
Total (node 29) 2.4 7.5 9.7

Page 956 of 1727 ends

The storm volumes were analyzed using the Civil D unit hydrograph (ref 3) module for Orange County. The point precipitation values were taken from NOAA Atlas 14 for the Laguna Hills area. The unit hydrograph results can be found in Appendix C (existing) and D (proposed) and are summarized below:

Existing Condition-Unit Hydrograph
Storm
Event
Storm
Duration
Total
Tribuary
Area (ac)
Pervious
Percent
Ap
Total
Storm
Volume
(ac-ft)
100-Year 24 Hour 2.4 ac 22% 1.054 ac-ft
Proposed Condition-Unit Hydrograph
Storm
Event
Storm
Duration
Total
Tribuary
Area (ac)
Pervious
Percent
Ap
Total
Storm
Volume
(ac-ft)
100-Year 24 Hour 2.4 ac 27% 1.046 ac-ft
The storm volume and peak flow rates in the existing condition does not exceed the expected storm volume or peak flow rates in the proposed condition and no on-site detention is required.

The computer program, Advanced Engineering Software (AES), Hydraulic Elements 1 (ref 6), was used to size the proposed catch basins for the 25- year flow. This program uses the input values of basin inflow, basin opening height, and depth of water ponded in the sump condition or depth of approaching water for the flow-by condition to determine an estimated basin width based on the Bureau of Public Roads nomograph plots. The basins were sized to the next largest design width (3.5’ or 7’) such that the basin capacities are sufficient to handle the projected flows and no flooding is expected to impede the flow of traffic. The grate inlets were analyzed using Flowmaster (ref 4) inlet capacity analysis to determine ponding depth for sump conditions and grate efficiency for flow-by condition. The calculations and summary table can be found in Appendix E of this report. The parkway culvert widths were calculated using AES HELE 1 for channel flow. The calculations can be found in Appendix F.

The hydraulic calculations for the reinforced concrete pipe were performed using the WSPG hydraulic gradient program for the 25-year storm event.

PVC pipes were sized using the AES HELE 1 which uses the manning equation to determine the minimum pipe size for a specified slope and flow.

The calculations can be found in Appendix H.

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D. CONCLUSION:

These analyses and calculations confirm that the proposed development does not overburden the downstream drainage facility or increase flow onto Mill Creek Drive and no on-site detention is required. Additionally, protection of onsite structures will be maintained for the 100-year storm event.

II. REFERENCES

1. Orange County Hydrology Manual, 1986/1996 Addendum

2. Advanced Engineering Software (AES) RATSCX, 2016

3. Civil Design Software (CIVILD), 2018

4. Flowmaster, Bentley System, 2020

5. Water Surface Pressure Gradient for Windows (WSPW), 2005

6. Advanced Engineering Software (AES) HELE 1, 2016

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III. APPENDICES

Page 959 of 1727 ends

APPENDIX A

EXISTING CONDITION RATIONAL METHOD AND

HYDROLOGY MAP

Page 960 of 1727 ends

25-YEAR

Page 961 of 1727 ends

____________________________________________________________________________ ****************************************************************************

Wilson Mikami, Inc
9 CORPORATE PARK, SUITE 100
IRVINE, CA 92606
(949) 679-0090
************************** DESCRIPTION OF STUDY ************************** * KHOSHBIN MILL CREEK PROPERTY *
* EXISTING CONDITION 25-YEAR HYDROLOGY *
* BY KAM 091524 *
************************************************************************** FILE NAME: EX_MC2.DAT
TIME/DATE OF STUDY: 12:57 09/16/2024
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

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

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 203.00
ELEVATION DATA: UPSTREAM(FEET) = 316.50 DOWNSTREAM(FEET) = 304.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.824
SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

Page 962 of 1727 ends

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

Page 963 of 1727 ends

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

Page 964 of 1727 ends

SUBAREA Tc AND LOSS RATE DATA(AMC II):

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

END OF RATIONAL METHOD ANALYSIS

Page 965 of 1727 ends

100-YEAR

Page 966 of 1727 ends

____________________________________________________________________________ ****************************************************************************

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

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

Page 967 of 1727 ends

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

Page 968 of 1727 ends

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

Page 969 of 1727 ends

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.)

TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.00
EFFECTIVE AREA(ACRES) = 0.21 AREA-AVERAGED Fm(INCH/HR)= 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 1.13
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Page 970 of 1727 ends

HYDROLOGY MAP

Page 971 of 1727 ends

CORPORATION WILSON MIKAMI

Page 972 of 1727 ends

APPENDIX B

PROPOSED CONDITION RATIONAL METHOD

AND HYDROLOGY MAP

Page 973 of 1727 ends

25-YEAR

Page 974 of 1727 ends

____________________________________________________________________________ ****************************************************************************

Wilson Mikami, Inc
9 CORPORATE PARK, SUITE 100
IRVINE, CA 92606
(949) 679-0090
************************** DESCRIPTION OF STUDY ************************** * PROPOSED MILL CREEK ROAD PROPERTY *
* 25-YEAR HYDROLOGY ANALYSIS *
* BY KAM 090125 *
************************************************************************** FILE NAME: PR-KOSH.DAT
TIME/DATE OF STUDY: 14:33 09/01/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = PS
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 131.00
ELEVATION DATA: UPSTREAM(FEET) = 312.40 DOWNSTREAM(FEET) = 310.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.817
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.746
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc

Page 975 of 1727 ends

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.08 0.20 0.100 75 7.82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.27
TOTAL AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) = 0.27
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.82
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.746
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.07 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.23
EFFECTIVE AREA(ACRES) = 0.15 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.50
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.70 DOWNSTREAM(FEET) = 305.20 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.27
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.50
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.96
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.96
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.707
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.15 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.50
EFFECTIVE AREA(ACRES) = 0.30 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.99
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ----------------------------------------------------------------------------

Page 976 of 1727 ends

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.20 DOWNSTREAM(FEET) = 304.20 FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.60
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.99
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.32
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.32
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.615
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.16 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.51
EFFECTIVE AREA(ACRES) = 0.46 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.48
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.32
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.615
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.09 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.29
EFFECTIVE AREA(ACRES) = 0.55 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.77
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 304.20 DOWNSTREAM(FEET) = 301.70 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.53
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.77
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.68

Page 977 of 1727 ends

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 427.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.68
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.529
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.06 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.19
EFFECTIVE AREA(ACRES) = 0.61 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.92
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 301.70 DOWNSTREAM(FEET) = 300.70 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.02
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.92
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.76
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 462.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.76
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.513
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.12 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.38
EFFECTIVE AREA(ACRES) = 0.73 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.29
**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 300.70 DOWNSTREAM(FEET) = 297.10 FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.35

Page 978 of 1727 ends

ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.29
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.84
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 518.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.84
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.494
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

NATURAL FAIR COVER
"GRASS" D 0.04 0.20 1.000 84
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.12
EFFECTIVE AREA(ACRES) = 0.83 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.58
**************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 297.10 DOWNSTREAM(FEET) = 296.40 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.79
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.58
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.94
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.94

Page 979 of 1727 ends

* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.471
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.06 0.20 0.100 75

NATURAL FAIR COVER
"GRASS" D 0.02 0.20 1.000 84
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.325
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.25
EFFECTIVE AREA(ACRES) = 0.91 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.81
**************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.40 DOWNSTREAM(FEET) = 292.40 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.98
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.81
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.01
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 29.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 292.40 DOWNSTREAM ELEVATION(FEET) = 273.60 STREET LENGTH(FEET) = 194.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.050
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 3.87
AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.07
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.94
STREET FLOW TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 9.46
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.362
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

NATURAL FAIR COVER
"CHAPARRAL,BROADLEAF" D 0.30 0.20 1.000 81
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.85
EFFECTIVE AREA(ACRES) = 1.21 AREA-AVERAGED Fm(INCH/HR) = 0.08

Page 980 of 1727 ends

AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.57
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 4.06
FLOW VELOCITY(FEET/SEC.) = 7.21 DEPTH*VELOCITY(FT*FT/SEC.) = 2.05 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 29.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 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.) = 9.46
RAINFALL INTENSITY(INCH/HR) = 3.36
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.41
EFFECTIVE STREAM AREA(ACRES) = 1.21
TOTAL STREAM AREA(ACRES) = 1.21
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.57
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 173.00
ELEVATION DATA: UPSTREAM(FEET) = 306.00 DOWNSTREAM(FEET) = 303.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.718
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.471
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.07 0.20 0.100 75 5.72
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.28
TOTAL AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) = 0.28
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 299.80 DOWNSTREAM(FEET) = 299.50 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.51
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.28
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.77
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ----------------------------------------------------------------------------

Page 981 of 1727 ends

>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.77
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.450
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.03 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.12
EFFECTIVE AREA(ACRES) = 0.10 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.40
**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 299.50 DOWNSTREAM(FEET) = 299.20 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.68
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.40
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 6.17
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 251.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.17
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.283
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.18 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.69
EFFECTIVE AREA(ACRES) = 0.28 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.07
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 299.20 DOWNSTREAM(FEET) = 298.90 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.47
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.07
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 6.48
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 316.00 FEET.

Page 982 of 1727 ends

**************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.48
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.165
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.10 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.37
EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.86
**************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.90 DOWNSTREAM(FEET) = 298.60 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.96
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.86
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 6.76
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 383.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.76
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.066
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

Page 983 of 1727 ends

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.15 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.54
EFFECTIVE AREA(ACRES) = 0.65 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.36
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.76
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.066
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.11 0.20 0.200 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.40
EFFECTIVE AREA(ACRES) = 0.76 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.76
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.60 DOWNSTREAM(FEET) = 298.30 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.90
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.76
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.93
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 431.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.93
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.011
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

Page 984 of 1727 ends

FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.30 DOWNSTREAM(FEET) = 298.20 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.75
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.22
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.99
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 449.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.99
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.991
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.19 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.68
EFFECTIVE AREA(ACRES) = 1.09 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.88
**************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.99
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.991
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

Page 985 of 1727 ends

PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.10
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 28.00 = 485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 273.60 FLOW LENGTH(FEET) = 53.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 27.11
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.31
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.14
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 29.00 = 538.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 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.) = 7.14
RAINFALL INTENSITY(INCH/HR) = 3.94
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.16
EFFECTIVE STREAM AREA(ACRES) = 1.21
TOTAL STREAM AREA(ACRES) = 1.21
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.31
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.57 9.46 3.362 0.20( 0.08) 0.41 1.2 10.00
2 4.31 7.14 3.944 0.20( 0.03) 0.16 1.2 20.00

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 7.48 7.14 3.944 0.20( 0.05) 0.27 2.1 20.00
2 7.24 9.46 3.362 0.20( 0.06) 0.29 2.4 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 7.48 Tc(MIN.) = 7.14
EFFECTIVE AREA(ACRES) = 2.12 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 2.4
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 29.00 = 804.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.4 TC(MIN.) = 7.14
EFFECTIVE AREA(ACRES) = 2.12 AREA-AVERAGED Fm(INCH/HR)= 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.269 PEAK FLOW RATE(CFS) = 7.48

Page 986 of 1727 ends

** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.48 7.14 3.944 0.20( 0.05) 0.27 2.1 20.00
2 7.24 9.46 3.362 0.20( 0.06) 0.29 2.4 10.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Page 987 of 1727 ends

100-YEAR

Page 988 of 1727 ends

____________________________________________________________________________ ****************************************************************************

Wilson Mikami, Inc
9 CORPORATE PARK, SUITE 100
IRVINE, CA 92606
(949) 679-0090
************************** DESCRIPTION OF STUDY ************************** * PROPOSED MILL CREEK ROAD PROPERTY *
* 100-YEAR HYDROLOGY ANALYSIS *
* BY KAM 090125 *
************************************************************************** FILE NAME: PR-KOSH.DAT
TIME/DATE OF STUDY: 14:34 09/01/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 131.00
ELEVATION DATA: UPSTREAM(FEET) = 312.40 DOWNSTREAM(FEET) = 310.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.817
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.790
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.)

Page 989 of 1727 ends

COMMERCIAL D 0.08 0.20 0.100 91 7.82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.34
TOTAL AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) = 0.34
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.82
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.790
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.07 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.30
EFFECTIVE AREA(ACRES) = 0.15 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.64
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.70 DOWNSTREAM(FEET) = 305.20 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.66
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.64
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.95
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.95
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.742
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.15 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.63
EFFECTIVE AREA(ACRES) = 0.30 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.27
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<

Page 990 of 1727 ends

>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.20 DOWNSTREAM(FEET) = 304.20 FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.88
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.27
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.29
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.630
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.16 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.66
EFFECTIVE AREA(ACRES) = 0.46 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.90
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.630
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.09 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.37
EFFECTIVE AREA(ACRES) = 0.55 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.27
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 304.20 DOWNSTREAM(FEET) = 301.70 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.87
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.27
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.64
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 427.00 FEET.

Page 991 of 1727 ends

**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.64
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.523
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.06 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.24
EFFECTIVE AREA(ACRES) = 0.61 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.46
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 301.70 DOWNSTREAM(FEET) = 300.70 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.49
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.46
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.71
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 462.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.71
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.503
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.12 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.48
EFFECTIVE AREA(ACRES) = 0.73 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.94
**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 300.70 DOWNSTREAM(FEET) = 297.10 FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.08
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1

Page 992 of 1727 ends

PIPE-FLOW(CFS) = 2.94
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.78
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 518.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.78
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.480
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

NATURAL FAIR COVER
"GRASS" D 0.04 0.20 1.000 96
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.15
EFFECTIVE AREA(ACRES) = 0.83 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.32
**************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 297.10 DOWNSTREAM(FEET) = 296.40 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.51
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.32
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.88
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.88
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.453

Page 993 of 1727 ends

SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.06 0.20 0.100 91

NATURAL FAIR COVER
"GRASS" D 0.02 0.20 1.000 96
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.325
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.32
EFFECTIVE AREA(ACRES) = 0.91 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.61
**************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.40 DOWNSTREAM(FEET) = 292.40 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.79
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.61
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.94
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 29.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 292.40 DOWNSTREAM ELEVATION(FEET) = 273.60 STREET LENGTH(FEET) = 194.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.050
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 4.36
AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.46
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.23
STREET FLOW TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 9.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.317
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

NATURAL FAIR COVER
"CHAPARRAL,BROADLEAF" D 0.30 0.20 1.000 95
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.11
EFFECTIVE AREA(ACRES) = 1.21 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.41

Page 994 of 1727 ends

TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.61
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 4.55
FLOW VELOCITY(FEET/SEC.) = 7.67 DEPTH*VELOCITY(FT*FT/SEC.) = 2.37 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 29.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 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.) = 9.37
RAINFALL INTENSITY(INCH/HR) = 4.32
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.41
EFFECTIVE STREAM AREA(ACRES) = 1.21
TOTAL STREAM AREA(ACRES) = 1.21
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.61
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 173.00
ELEVATION DATA: UPSTREAM(FEET) = 306.00 DOWNSTREAM(FEET) = 303.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.718
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.730
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 D 0.07 0.20 0.100 91 5.72
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.36
TOTAL AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) = 0.36
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 299.80 DOWNSTREAM(FEET) = 299.50 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.82
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.36
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.76
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<

Page 995 of 1727 ends

============================================================================ MAINLINE Tc(MIN.) = 5.76
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.704
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.03 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.15
EFFECTIVE AREA(ACRES) = 0.10 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.51
**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 299.50 DOWNSTREAM(FEET) = 299.20 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.88
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.51
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 6.14
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 251.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.14
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.501
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.18 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.88
EFFECTIVE AREA(ACRES) = 0.28 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.38
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 299.20 DOWNSTREAM(FEET) = 298.90 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.58
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.38
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 6.44
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 316.00 FEET.

Page 996 of 1727 ends

**************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.44
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.352
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.10 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.48
EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.39
**************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.90 DOWNSTREAM(FEET) = 298.60 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.17
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.39
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.71
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 383.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.71
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.228
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

Page 997 of 1727 ends

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.15 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.70
EFFECTIVE AREA(ACRES) = 0.65 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 3.04
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.71
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.228
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

RESIDENTIAL
"11+ DWELLINGS/ACRE" D 0.11 0.20 0.200 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.51
EFFECTIVE AREA(ACRES) = 0.76 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.55
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.60 DOWNSTREAM(FEET) = 298.30 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.29
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.55
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.86
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 431.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.86
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.162
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

Page 998 of 1727 ends

---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.30 DOWNSTREAM(FEET) = 298.20 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.24
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.15
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.92
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 449.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.92
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.137
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.19 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.88
EFFECTIVE AREA(ACRES) = 1.09 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 5.01
**************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.92
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.137
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

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

Page 999 of 1727 ends

LONGEST FLOWPATH FROM NODE 20.00 TO NODE 28.00 = 485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 273.60 FLOW LENGTH(FEET) = 53.00 MANNING'S N = 0.010
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 29.64
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.56
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.06
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 29.00 = 538.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 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.) = 7.06
RAINFALL INTENSITY(INCH/HR) = 5.08
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.16
EFFECTIVE STREAM AREA(ACRES) = 1.21
TOTAL STREAM AREA(ACRES) = 1.21
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.56
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.61 9.37 4.317 0.20( 0.08) 0.41 1.2 10.00
2 5.56 7.06 5.079 0.20( 0.03) 0.16 1.2 20.00

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 9.66 7.06 5.079 0.20( 0.05) 0.27 2.1 20.00
2 9.33 9.37 4.317 0.20( 0.06) 0.29 2.4 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 9.66 Tc(MIN.) = 7.06
EFFECTIVE AREA(ACRES) = 2.12 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 2.4
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 29.00 = 804.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.4 TC(MIN.) = 7.06
EFFECTIVE AREA(ACRES) = 2.12 AREA-AVERAGED Fm(INCH/HR)= 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.268 PEAK FLOW RATE(CFS) = 9.66
** PEAK FLOW RATE TABLE **

Page 1000 of 1727 ends

STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.66 7.06 5.079 0.20( 0.05) 0.27 2.1 20.00
2 9.33 9.37 4.317 0.20( 0.06) 0.29 2.4 10.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Page 1001 of 1727 ends

HYDROLOGY MAP

Page 1002 of 1727 ends

CORPORATION WILSON MIKAMI

Page 1003 of 1727 ends

APPENDIX C

UNIT HYDROGRAPH

EXISTING CONDITION

Page 1004 of 1727 ends

KHOSHBIN MILL CREEK
EXISTING CONDITION UNIT HYDROGRAPH 100-YEAR 24-HOUR
BY KAM 011525

0.53 0.220 75.0 91.0 0.99 0.816

Page 1005 of 1727 ends

Specified peak 6-hour rainfall = 3.360(In)
Specified peak 24-hour rainfall = 5.630(In)
Rainfall depth area reduction factors:

Page 1006 of 1727 ends

Page 1007 of 1727 ends

Page 1008 of 1727 ends

Page 1009 of 1727 ends

Page 1010 of 1727 ends

Page 1011 of 1727 ends

APPENDIX D

UNIT HYDROGRAPH

PROPOSED CONDITION

Page 1012 of 1727 ends

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989-2018, Version 9.0 Study date 09/26/25 File Name prkosh.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Orange County Unit Hydrograph Hydrology Method
Manual Date(s) - October 1986, November 1996
Program License Serial Number 6615
--------------------------------------------------------------------- 23161 Mill Creek Development
PROPOSED CONDITION UNIT HYDROGRAPH 100-YEAR 24 HOUR STORM EVENT by KAM 092625

75.0 2.4 1.00 D 0.200 0.270 0.054
Area-averaged adjusted loss rate Fm (In/Hr) = 0.054
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr

0.65 0.270 75.0 91.0 0.99 0.816

1.75 0.730 98.0 98.0 0.20 0.958
Area-averaged catchment yield fraction, Y = 0.920
Area-averaged low loss fraction, Yb = 0.080
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ User entry of time of concentration = 0.118 (hours)
Watershed area = 2.40(Ac.)
Catchment Lag time = 0.094 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 88.2768
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.054(In/Hr)
Average low loss rate fraction (Yb) = 0.080 (decimal)
FOOTHILL S-Graph Selected
Computed peak 5-minute rainfall = 0.520(In)
Computed peak 30-minute rainfall = 1.090(In)
Specified peak 1-hour rainfall = 1.450(In)
Computed peak 3-hour rainfall = 2.430(In)

Page 1013 of 1727 ends

Specified peak 6-hour rainfall = 3.360(In)
Specified peak 24-hour rainfall = 5.630(In)
Rainfall depth area reduction factors:

Page 1014 of 1727 ends

31 2.2650 0.0346
32 2.2991 0.0341
33 2.3326 0.0335
34 2.3655 0.0330
35 2.3980 0.0325
36 2.4300 0.0320
37 2.4613 0.0313
38 2.4922 0.0309
39 2.5226 0.0304
40 2.5527 0.0300
41 2.5823 0.0296
42 2.6116 0.0293
43 2.6404 0.0289
44 2.6690 0.0285
45 2.6972 0.0282
46 2.7250 0.0279
47 2.7526 0.0275
48 2.7798 0.0272
49 2.8067 0.0269
50 2.8333 0.0266
51 2.8597 0.0264
52 2.8858 0.0261
53 2.9116 0.0258
54 2.9371 0.0256
55 2.9624 0.0253
56 2.9875 0.0251
57 3.0123 0.0248
58 3.0369 0.0246
59 3.0613 0.0244
60 3.0854 0.0241
61 3.1094 0.0239
62 3.1331 0.0237
63 3.1566 0.0235
64 3.1800 0.0233
65 3.2031 0.0231
66 3.2260 0.0229
67 3.2488 0.0228
68 3.2714 0.0226
69 3.2938 0.0224
70 3.3160 0.0222
71 3.3381 0.0221
72 3.3600 0.0219
73 3.3773 0.0173
74 3.3944 0.0172
75 3.4114 0.0170
76 3.4283 0.0169
77 3.4450 0.0167
78 3.4616 0.0166
79 3.4781 0.0165
80 3.4944 0.0163
81 3.5106 0.0162
82 3.5267 0.0161
83 3.5426 0.0160
84 3.5585 0.0158
85 3.5742 0.0157
86 3.5898 0.0156
87 3.6053 0.0155
88 3.6206 0.0154
89 3.6359 0.0153
90 3.6511 0.0152
91 3.6661 0.0151
92 3.6811 0.0149
93 3.6959 0.0148

Page 1015 of 1727 ends

94 3.7107 0.0147
95 3.7253 0.0146
96 3.7399 0.0146
97 3.7543 0.0145
98 3.7687 0.0144
99 3.7830 0.0143
100 3.7971 0.0142
101 3.8112 0.0141
102 3.8252 0.0140
103 3.8392 0.0139
104 3.8530 0.0138
105 3.8668 0.0138
106 3.8804 0.0137
107 3.8940 0.0136
108 3.9075 0.0135
109 3.9210 0.0134
110 3.9343 0.0134
111 3.9476 0.0133
112 3.9608 0.0132
113 3.9739 0.0131
114 3.9870 0.0131
115 4.0000 0.0130
116 4.0129 0.0129
117 4.0257 0.0128
118 4.0385 0.0128
119 4.0512 0.0127
120 4.0639 0.0126
121 4.0764 0.0126
122 4.0890 0.0125
123 4.1014 0.0124
124 4.1138 0.0124
125 4.1261 0.0123
126 4.1384 0.0123
127 4.1506 0.0122
128 4.1627 0.0121
129 4.1748 0.0121
130 4.1868 0.0120
131 4.1988 0.0120
132 4.2107 0.0119
133 4.2225 0.0118
134 4.2343 0.0118
135 4.2461 0.0117
136 4.2577 0.0117
137 4.2694 0.0116
138 4.2809 0.0116
139 4.2925 0.0115
140 4.3039 0.0115
141 4.3154 0.0114
142 4.3267 0.0114
143 4.3381 0.0113
144 4.3493 0.0113
145 4.3605 0.0112
146 4.3717 0.0112
147 4.3828 0.0111
148 4.3939 0.0111
149 4.4050 0.0110
150 4.4159 0.0110
151 4.4269 0.0109
152 4.4378 0.0109
153 4.4486 0.0108
154 4.4594 0.0108
155 4.4702 0.0108
156 4.4809 0.0107

Page 1016 of 1727 ends

157 4.4916 0.0107
158 4.5022 0.0106
159 4.5128 0.0106
160 4.5233 0.0105
161 4.5338 0.0105
162 4.5443 0.0105
163 4.5547 0.0104
164 4.5651 0.0104
165 4.5755 0.0103
166 4.5858 0.0103
167 4.5960 0.0103
168 4.6063 0.0102
169 4.6165 0.0102
170 4.6266 0.0102
171 4.6367 0.0101
172 4.6468 0.0101
173 4.6568 0.0100
174 4.6668 0.0100
175 4.6768 0.0100
176 4.6867 0.0099
177 4.6966 0.0099
178 4.7065 0.0099
179 4.7163 0.0098
180 4.7261 0.0098
181 4.7359 0.0098
182 4.7456 0.0097
183 4.7553 0.0097
184 4.7650 0.0097
185 4.7746 0.0096
186 4.7842 0.0096
187 4.7937 0.0096
188 4.8033 0.0095
189 4.8128 0.0095
190 4.8222 0.0095
191 4.8317 0.0094
192 4.8411 0.0094
193 4.8504 0.0094
194 4.8598 0.0093
195 4.8691 0.0093
196 4.8784 0.0093
197 4.8876 0.0093
198 4.8969 0.0092
199 4.9060 0.0092
200 4.9152 0.0092
201 4.9243 0.0091
202 4.9335 0.0091
203 4.9425 0.0091
204 4.9516 0.0091
205 4.9606 0.0090
206 4.9696 0.0090
207 4.9786 0.0090
208 4.9875 0.0089
209 4.9964 0.0089
210 5.0053 0.0089
211 5.0142 0.0089
212 5.0230 0.0088
213 5.0318 0.0088
214 5.0406 0.0088
215 5.0494 0.0088
216 5.0581 0.0087
217 5.0668 0.0087
218 5.0755 0.0087
219 5.0841 0.0087

Page 1017 of 1727 ends

220 5.0928 0.0086
221 5.1014 0.0086
222 5.1100 0.0086
223 5.1185 0.0086
224 5.1271 0.0085
225 5.1356 0.0085
226 5.1441 0.0085
227 5.1525 0.0085
228 5.1610 0.0084
229 5.1694 0.0084
230 5.1778 0.0084
231 5.1861 0.0084
232 5.1945 0.0083
233 5.2028 0.0083
234 5.2111 0.0083
235 5.2194 0.0083
236 5.2277 0.0083
237 5.2359 0.0082
238 5.2441 0.0082
239 5.2523 0.0082
240 5.2605 0.0082
241 5.2686 0.0082
242 5.2768 0.0081
243 5.2849 0.0081
244 5.2929 0.0081
245 5.3010 0.0081
246 5.3091 0.0080
247 5.3171 0.0080
248 5.3251 0.0080
249 5.3331 0.0080
250 5.3410 0.0080
251 5.3490 0.0079
252 5.3569 0.0079
253 5.3648 0.0079
254 5.3727 0.0079
255 5.3806 0.0079
256 5.3884 0.0078
257 5.3962 0.0078
258 5.4041 0.0078
259 5.4118 0.0078
260 5.4196 0.0078
261 5.4274 0.0078
262 5.4351 0.0077
263 5.4428 0.0077
264 5.4505 0.0077
265 5.4582 0.0077
266 5.4658 0.0077
267 5.4735 0.0076
268 5.4811 0.0076
269 5.4887 0.0076
270 5.4963 0.0076
271 5.5039 0.0076
272 5.5114 0.0076
273 5.5190 0.0075
274 5.5265 0.0075
275 5.5340 0.0075
276 5.5415 0.0075
277 5.5489 0.0075
278 5.5564 0.0075
279 5.5638 0.0074
280 5.5712 0.0074
281 5.5786 0.0074
282 5.5860 0.0074

Page 1018 of 1727 ends

283 5.5934 0.0074
284 5.6007 0.0074
285 5.6081 0.0073
286 5.6154 0.0073
287 5.6227 0.0073
288 5.6300 0.0073
--------------------------------------------------------------------- Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
(number) (In) (In) (In)
--------------------------------------------------------------------- 1 0.0073 0.0006 0.0067
2 0.0073 0.0006 0.0067
3 0.0073 0.0006 0.0067
4 0.0074 0.0006 0.0068
5 0.0074 0.0006 0.0068
6 0.0074 0.0006 0.0068
7 0.0074 0.0006 0.0068
8 0.0075 0.0006 0.0069
9 0.0075 0.0006 0.0069
10 0.0075 0.0006 0.0069
11 0.0075 0.0006 0.0069
12 0.0076 0.0006 0.0069
13 0.0076 0.0006 0.0070
14 0.0076 0.0006 0.0070
15 0.0076 0.0006 0.0070
16 0.0077 0.0006 0.0070
17 0.0077 0.0006 0.0071
18 0.0077 0.0006 0.0071
19 0.0078 0.0006 0.0071
20 0.0078 0.0006 0.0071
21 0.0078 0.0006 0.0072
22 0.0078 0.0006 0.0072
23 0.0079 0.0006 0.0072
24 0.0079 0.0006 0.0073
25 0.0079 0.0006 0.0073
26 0.0079 0.0006 0.0073
27 0.0080 0.0006 0.0073
28 0.0080 0.0006 0.0074
29 0.0080 0.0006 0.0074
30 0.0081 0.0006 0.0074
31 0.0081 0.0007 0.0075
32 0.0081 0.0007 0.0075
33 0.0082 0.0007 0.0075
34 0.0082 0.0007 0.0075
35 0.0082 0.0007 0.0076
36 0.0083 0.0007 0.0076
37 0.0083 0.0007 0.0076
38 0.0083 0.0007 0.0077
39 0.0084 0.0007 0.0077
40 0.0084 0.0007 0.0077
41 0.0084 0.0007 0.0078
42 0.0085 0.0007 0.0078
43 0.0085 0.0007 0.0078
44 0.0085 0.0007 0.0078
45 0.0086 0.0007 0.0079
46 0.0086 0.0007 0.0079
47 0.0087 0.0007 0.0080
48 0.0087 0.0007 0.0080
49 0.0087 0.0007 0.0080
50 0.0088 0.0007 0.0081
51 0.0088 0.0007 0.0081
52 0.0088 0.0007 0.0081

Page 1019 of 1727 ends

53 0.0089 0.0007 0.0082
54 0.0089 0.0007 0.0082
55 0.0090 0.0007 0.0082
56 0.0090 0.0007 0.0083
57 0.0091 0.0007 0.0083
58 0.0091 0.0007 0.0083
59 0.0091 0.0007 0.0084
60 0.0092 0.0007 0.0084
61 0.0092 0.0007 0.0085
62 0.0093 0.0007 0.0085
63 0.0093 0.0007 0.0086
64 0.0093 0.0008 0.0086
65 0.0094 0.0008 0.0086
66 0.0094 0.0008 0.0087
67 0.0095 0.0008 0.0087
68 0.0095 0.0008 0.0088
69 0.0096 0.0008 0.0088
70 0.0096 0.0008 0.0089
71 0.0097 0.0008 0.0089
72 0.0097 0.0008 0.0089
73 0.0098 0.0008 0.0090
74 0.0098 0.0008 0.0090
75 0.0099 0.0008 0.0091
76 0.0099 0.0008 0.0091
77 0.0100 0.0008 0.0092
78 0.0100 0.0008 0.0092
79 0.0101 0.0008 0.0093
80 0.0102 0.0008 0.0093
81 0.0102 0.0008 0.0094
82 0.0103 0.0008 0.0094
83 0.0103 0.0008 0.0095
84 0.0104 0.0008 0.0095
85 0.0105 0.0008 0.0096
86 0.0105 0.0008 0.0097
87 0.0106 0.0009 0.0097
88 0.0106 0.0009 0.0098
89 0.0107 0.0009 0.0099
90 0.0108 0.0009 0.0099
91 0.0108 0.0009 0.0100
92 0.0109 0.0009 0.0100
93 0.0110 0.0009 0.0101
94 0.0110 0.0009 0.0101
95 0.0111 0.0009 0.0102
96 0.0112 0.0009 0.0103
97 0.0113 0.0009 0.0104
98 0.0113 0.0009 0.0104
99 0.0114 0.0009 0.0105
100 0.0115 0.0009 0.0105
101 0.0116 0.0009 0.0106
102 0.0116 0.0009 0.0107
103 0.0117 0.0009 0.0108
104 0.0118 0.0009 0.0108
105 0.0119 0.0010 0.0109
106 0.0120 0.0010 0.0110
107 0.0121 0.0010 0.0111
108 0.0121 0.0010 0.0112
109 0.0123 0.0010 0.0113
110 0.0123 0.0010 0.0113
111 0.0124 0.0010 0.0114
112 0.0125 0.0010 0.0115
113 0.0126 0.0010 0.0116
114 0.0127 0.0010 0.0117
115 0.0128 0.0010 0.0118

Page 1020 of 1727 ends

116 0.0129 0.0010 0.0119
117 0.0131 0.0011 0.0120
118 0.0131 0.0011 0.0121
119 0.0133 0.0011 0.0122
120 0.0134 0.0011 0.0123
121 0.0135 0.0011 0.0124
122 0.0136 0.0011 0.0125
123 0.0138 0.0011 0.0126
124 0.0138 0.0011 0.0127
125 0.0140 0.0011 0.0129
126 0.0141 0.0011 0.0130
127 0.0143 0.0011 0.0131
128 0.0144 0.0012 0.0132
129 0.0146 0.0012 0.0134
130 0.0146 0.0012 0.0135
131 0.0148 0.0012 0.0137
132 0.0149 0.0012 0.0137
133 0.0152 0.0012 0.0139
134 0.0153 0.0012 0.0140
135 0.0155 0.0012 0.0142
136 0.0156 0.0013 0.0143
137 0.0158 0.0013 0.0146
138 0.0160 0.0013 0.0147
139 0.0162 0.0013 0.0149
140 0.0163 0.0013 0.0150
141 0.0166 0.0013 0.0153
142 0.0167 0.0013 0.0154
143 0.0170 0.0014 0.0156
144 0.0172 0.0014 0.0158
145 0.0219 0.0018 0.0201
146 0.0221 0.0018 0.0203
147 0.0224 0.0018 0.0206
148 0.0226 0.0018 0.0208
149 0.0229 0.0018 0.0211
150 0.0231 0.0019 0.0213
151 0.0235 0.0019 0.0216
152 0.0237 0.0019 0.0218
153 0.0241 0.0019 0.0222
154 0.0244 0.0020 0.0224
155 0.0248 0.0020 0.0228
156 0.0251 0.0020 0.0230
157 0.0256 0.0021 0.0235
158 0.0258 0.0021 0.0237
159 0.0264 0.0021 0.0242
160 0.0266 0.0021 0.0245
161 0.0272 0.0022 0.0250
162 0.0275 0.0022 0.0253
163 0.0282 0.0023 0.0259
164 0.0285 0.0023 0.0262
165 0.0293 0.0024 0.0269
166 0.0296 0.0024 0.0273
167 0.0304 0.0024 0.0280
168 0.0309 0.0025 0.0284
169 0.0320 0.0026 0.0294
170 0.0325 0.0026 0.0298
171 0.0335 0.0027 0.0308
172 0.0341 0.0027 0.0313
173 0.0353 0.0028 0.0324
174 0.0359 0.0029 0.0330
175 0.0373 0.0030 0.0343
176 0.0381 0.0031 0.0350
177 0.0398 0.0032 0.0366
178 0.0407 0.0033 0.0374

Page 1021 of 1727 ends

179 0.0428 0.0034 0.0393
180 0.0439 0.0035 0.0404
181 0.0465 0.0037 0.0428
182 0.0480 0.0039 0.0441
183 0.0514 0.0041 0.0472
184 0.0534 0.0043 0.0491
185 0.0510 0.0041 0.0469
186 0.0538 0.0043 0.0495
187 0.0610 0.0045 0.0565
188 0.0656 0.0045 0.0611
189 0.0791 0.0045 0.0746
190 0.0890 0.0045 0.0845
191 0.1262 0.0045 0.1217
192 0.1724 0.0045 0.1679
193 0.5199 0.0045 0.5154
194 0.1033 0.0045 0.0988
195 0.0714 0.0045 0.0669
196 0.0571 0.0045 0.0526
197 0.0556 0.0045 0.0511
198 0.0496 0.0040 0.0456
199 0.0452 0.0036 0.0415
200 0.0417 0.0034 0.0383
201 0.0389 0.0031 0.0358
202 0.0366 0.0029 0.0337
203 0.0346 0.0028 0.0319
204 0.0330 0.0027 0.0303
205 0.0313 0.0025 0.0288
206 0.0300 0.0024 0.0276
207 0.0289 0.0023 0.0266
208 0.0279 0.0022 0.0256
209 0.0269 0.0022 0.0248
210 0.0261 0.0021 0.0240
211 0.0253 0.0020 0.0233
212 0.0246 0.0020 0.0226
213 0.0239 0.0019 0.0220
214 0.0233 0.0019 0.0215
215 0.0228 0.0018 0.0209
216 0.0222 0.0018 0.0204
217 0.0173 0.0014 0.0159
218 0.0169 0.0014 0.0155
219 0.0165 0.0013 0.0151
220 0.0161 0.0013 0.0148
221 0.0157 0.0013 0.0145
222 0.0154 0.0012 0.0141
223 0.0151 0.0012 0.0138
224 0.0147 0.0012 0.0136
225 0.0145 0.0012 0.0133
226 0.0142 0.0011 0.0130
227 0.0139 0.0011 0.0128
228 0.0137 0.0011 0.0126
229 0.0134 0.0011 0.0124
230 0.0132 0.0011 0.0121
231 0.0130 0.0010 0.0119
232 0.0128 0.0010 0.0117
233 0.0126 0.0010 0.0116
234 0.0124 0.0010 0.0114
235 0.0122 0.0010 0.0112
236 0.0120 0.0010 0.0111
237 0.0118 0.0010 0.0109
238 0.0117 0.0009 0.0107
239 0.0115 0.0009 0.0106
240 0.0114 0.0009 0.0105
241 0.0112 0.0009 0.0103

Page 1022 of 1727 ends

242 0.0111 0.0009 0.0102
243 0.0109 0.0009 0.0101
244 0.0108 0.0009 0.0099
245 0.0107 0.0009 0.0098
246 0.0105 0.0008 0.0097
247 0.0104 0.0008 0.0096
248 0.0103 0.0008 0.0095
249 0.0102 0.0008 0.0094
250 0.0101 0.0008 0.0093
251 0.0100 0.0008 0.0092
252 0.0099 0.0008 0.0091
253 0.0098 0.0008 0.0090
254 0.0097 0.0008 0.0089
255 0.0096 0.0008 0.0088
256 0.0095 0.0008 0.0087
257 0.0094 0.0008 0.0086
258 0.0093 0.0007 0.0085
259 0.0092 0.0007 0.0085
260 0.0091 0.0007 0.0084
261 0.0090 0.0007 0.0083
262 0.0089 0.0007 0.0082
263 0.0089 0.0007 0.0081
264 0.0088 0.0007 0.0081
265 0.0087 0.0007 0.0080
266 0.0086 0.0007 0.0079
267 0.0086 0.0007 0.0079
268 0.0085 0.0007 0.0078
269 0.0084 0.0007 0.0077
270 0.0083 0.0007 0.0077
271 0.0083 0.0007 0.0076
272 0.0082 0.0007 0.0076
273 0.0082 0.0007 0.0075
274 0.0081 0.0007 0.0074
275 0.0080 0.0006 0.0074
276 0.0080 0.0006 0.0073
277 0.0079 0.0006 0.0073
278 0.0078 0.0006 0.0072
279 0.0078 0.0006 0.0072
280 0.0077 0.0006 0.0071
281 0.0077 0.0006 0.0071
282 0.0076 0.0006 0.0070
283 0.0076 0.0006 0.0070
284 0.0075 0.0006 0.0069
285 0.0075 0.0006 0.0069
286 0.0074 0.0006 0.0068
287 0.0074 0.0006 0.0068
288 0.0073 0.0006 0.0067
-------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.39(In)
Total effective rainfall = 5.24(In)
Peak flow rate in flood hydrograph = 9.70(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - 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 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q | | | |

Page 1023 of 1727 ends

0+10 0.0010 0.12 Q | | | |
0+15 0.0021 0.17 Q | | | |
0+20 0.0034 0.18 Q | | | |
0+25 0.0047 0.19 Q | | | |
0+30 0.0061 0.19 Q | | | |
0+35 0.0074 0.20 Q | | | |
0+40 0.0088 0.20 Q | | | |
0+45 0.0101 0.20 Q | | | |
0+50 0.0115 0.20 Q | | | |
0+55 0.0129 0.20 Q | | | |
1+ 0 0.0143 0.20 Q | | | |
1+ 5 0.0157 0.20 Q | | | |
1+10 0.0171 0.20 Q | | | |
1+15 0.0184 0.20 Q | | | |
1+20 0.0199 0.20 Q | | | |
1+25 0.0213 0.20 Q | | | |
1+30 0.0227 0.20 Q | | | |
1+35 0.0241 0.21 Q | | | |
1+40 0.0255 0.21 Q | | | |
1+45 0.0269 0.21 QV | | | |
1+50 0.0284 0.21 QV | | | |
1+55 0.0298 0.21 QV | | | |
2+ 0 0.0312 0.21 QV | | | |
2+ 5 0.0327 0.21 QV | | | |
2+10 0.0341 0.21 QV | | | |
2+15 0.0356 0.21 QV | | | |
2+20 0.0371 0.21 QV | | | |
2+25 0.0385 0.21 QV | | | |
2+30 0.0400 0.21 QV | | | |
2+35 0.0415 0.21 QV | | | |
2+40 0.0430 0.22 QV | | | |
2+45 0.0445 0.22 QV | | | |
2+50 0.0460 0.22 QV | | | |
2+55 0.0475 0.22 QV | | | |
3+ 0 0.0490 0.22 QV | | | |
3+ 5 0.0505 0.22 QV | | | |
3+10 0.0520 0.22 QV | | | |
3+15 0.0536 0.22 Q V | | | |
3+20 0.0551 0.22 Q V | | | |
3+25 0.0566 0.22 Q V | | | |
3+30 0.0582 0.22 Q V | | | |
3+35 0.0597 0.23 Q V | | | |
3+40 0.0613 0.23 Q V | | | |
3+45 0.0629 0.23 Q V | | | |
3+50 0.0644 0.23 Q V | | | |
3+55 0.0660 0.23 Q V | | | |
4+ 0 0.0676 0.23 Q V | | | |
4+ 5 0.0692 0.23 Q V | | | |
4+10 0.0708 0.23 Q V | | | |
4+15 0.0724 0.23 Q V | | | |
4+20 0.0740 0.23 Q V | | | |
4+25 0.0756 0.24 Q V | | | |
4+30 0.0773 0.24 Q V | | | |
4+35 0.0789 0.24 Q V | | | |
4+40 0.0805 0.24 Q V | | | |
4+45 0.0822 0.24 Q V | | | |
4+50 0.0838 0.24 Q V | | | |
4+55 0.0855 0.24 Q V | | | |
5+ 0 0.0872 0.24 Q V | | | |
5+ 5 0.0889 0.24 Q V | | | |
5+10 0.0906 0.25 Q V | | | |
5+15 0.0923 0.25 Q V | | | |
5+20 0.0940 0.25 Q V | | | |

Page 1024 of 1727 ends

5+25 0.0957 0.25 Q V | | | |
5+30 0.0974 0.25 |Q V | | | |
5+35 0.0991 0.25 |Q V | | | |
5+40 0.1009 0.25 |Q V | | | |
5+45 0.1026 0.25 |Q V | | | |
5+50 0.1044 0.26 |Q V | | | |
5+55 0.1061 0.26 |Q V | | | |
6+ 0 0.1079 0.26 |Q V | | | |
6+ 5 0.1097 0.26 |Q V | | | |
6+10 0.1115 0.26 |Q V | | | |
6+15 0.1133 0.26 |Q V | | | |
6+20 0.1151 0.26 |Q V | | | |
6+25 0.1169 0.26 |Q V | | | |
6+30 0.1188 0.27 |Q V | | | |
6+35 0.1206 0.27 |Q V | | | |
6+40 0.1225 0.27 |Q V | | | |
6+45 0.1243 0.27 |Q V | | | |
6+50 0.1262 0.27 |Q V | | | |
6+55 0.1281 0.27 |Q V | | | |
7+ 0 0.1300 0.28 |Q V | | | |
7+ 5 0.1319 0.28 |Q V | | | |
7+10 0.1338 0.28 |Q V | | | |
7+15 0.1357 0.28 |Q V | | | |
7+20 0.1377 0.28 |Q V | | | |
7+25 0.1396 0.28 |Q V | | | |
7+30 0.1416 0.28 |Q V | | | |
7+35 0.1436 0.29 |Q V | | | |
7+40 0.1455 0.29 |Q V | | | |
7+45 0.1475 0.29 |Q V | | | |
7+50 0.1496 0.29 |Q V | | | |
7+55 0.1516 0.29 |Q V | | | |
8+ 0 0.1536 0.30 |Q V | | | |
8+ 5 0.1557 0.30 |Q V | | | |
8+10 0.1577 0.30 |Q V | | | |
8+15 0.1598 0.30 |Q V | | | |
8+20 0.1619 0.30 |Q V | | | |
8+25 0.1640 0.31 |Q V | | | |
8+30 0.1661 0.31 |Q V | | | |
8+35 0.1682 0.31 |Q V | | | |
8+40 0.1704 0.31 |Q V | | | |
8+45 0.1726 0.31 |Q V | | | |
8+50 0.1747 0.32 |Q V | | | |
8+55 0.1769 0.32 |Q V | | | |
9+ 0 0.1791 0.32 |Q V | | | |
9+ 5 0.1814 0.32 |Q V | | | |
9+10 0.1836 0.33 |Q V | | | |
9+15 0.1859 0.33 |Q V | | | |
9+20 0.1881 0.33 |Q V | | | |
9+25 0.1904 0.33 |Q V | | | |
9+30 0.1927 0.34 |Q V | | | |
9+35 0.1951 0.34 |Q V | | | |
9+40 0.1974 0.34 |Q V | | | |
9+45 0.1998 0.34 |Q V | | | |
9+50 0.2022 0.35 |Q V | | | |
9+55 0.2046 0.35 |Q V | | | |
10+ 0 0.2070 0.35 |Q V | | | |
10+ 5 0.2095 0.36 |Q V | | | |
10+10 0.2119 0.36 |Q V | | | |
10+15 0.2144 0.36 |Q V | | | |
10+20 0.2169 0.37 |Q V | | | |
10+25 0.2195 0.37 |Q V | | | |
10+30 0.2220 0.37 |Q V | | | |
10+35 0.2246 0.37 |Q V | | | |

Page 1025 of 1727 ends

10+40 0.2272 0.38 |Q V | | | |
10+45 0.2299 0.38 |Q V | | | |
10+50 0.2325 0.39 |Q V | | | |
10+55 0.2352 0.39 |Q V | | | |
11+ 0 0.2379 0.39 |Q V| | | |
11+ 5 0.2406 0.40 |Q V| | | |
11+10 0.2434 0.40 |Q V| | | |
11+15 0.2462 0.41 |Q V| | | |
11+20 0.2490 0.41 |Q V| | | |
11+25 0.2519 0.41 |Q V| | | |
11+30 0.2548 0.42 |Q V| | | |
11+35 0.2577 0.42 |Q V| | | |
11+40 0.2607 0.43 |Q V| | | |
11+45 0.2636 0.43 |Q V | | |
11+50 0.2667 0.44 |Q V | | |
11+55 0.2697 0.44 |Q V | | |
12+ 0 0.2728 0.45 |Q V | | |
12+ 5 0.2761 0.47 |Q V | | |
12+10 0.2798 0.54 | Q V | | |
12+15 0.2837 0.57 | Q V | | |
12+20 0.2877 0.59 | Q V | | |
12+25 0.2918 0.60 | Q |V | | |
12+30 0.2960 0.61 | Q |V | | |
12+35 0.3002 0.61 | Q |V | | |
12+40 0.3045 0.62 | Q |V | | |
12+45 0.3089 0.63 | Q |V | | |
12+50 0.3133 0.64 | Q |V | | |
12+55 0.3177 0.65 | Q | V | | |
13+ 0 0.3223 0.66 | Q | V | | |
13+ 5 0.3268 0.67 | Q | V | | |
13+10 0.3315 0.68 | Q | V | | |
13+15 0.3362 0.69 | Q | V | | |
13+20 0.3410 0.70 | Q | V | | |
13+25 0.3459 0.71 | Q | V | | |
13+30 0.3508 0.72 | Q | V | | |
13+35 0.3559 0.73 | Q | V | | |
13+40 0.3610 0.74 | Q | V | | |
13+45 0.3662 0.76 | Q | V | | |
13+50 0.3715 0.77 | Q | V | | |
13+55 0.3769 0.79 | Q | V | | |
14+ 0 0.3825 0.80 | Q | V | | |
14+ 5 0.3881 0.82 | Q | V | | |
14+10 0.3939 0.84 | Q | V | | |
14+15 0.3998 0.86 | Q | V | | |
14+20 0.4059 0.88 | Q | V | | |
14+25 0.4121 0.90 | Q | V | | |
14+30 0.4185 0.93 | Q | V | | |
14+35 0.4250 0.95 | Q | V | | |
14+40 0.4318 0.98 | Q | V | | |
14+45 0.4387 1.01 | Q | V | | |
14+50 0.4459 1.04 | Q | V | | |
14+55 0.4533 1.07 | Q | V | | |
15+ 0 0.4610 1.12 | Q | V | | |
15+ 5 0.4689 1.16 | Q | V | | |
15+10 0.4773 1.21 | Q | V | | |
15+15 0.4860 1.26 | Q | V | | |
15+20 0.4951 1.33 | Q | V | | |
15+25 0.5046 1.38 | Q | V| | |
15+30 0.5141 1.38 | Q | V| | |
15+35 0.5240 1.43 | Q | V | |
15+40 0.5348 1.57 | Q | V | |
15+45 0.5467 1.73 | Q | V | |
15+50 0.5607 2.02 | Q | |V | |

Page 1026 of 1727 ends

15+55 0.5771 2.39 | Q| | V | |
16+ 0 0.5993 3.21 | | Q | V | |
16+ 5 0.6357 5.29 | | |Q V | |
16+10 0.7025 9.70 | | | V | Q |
16+15 0.7406 5.54 | | | Q V | |
16+20 0.7639 3.37 | | Q | V| |
16+25 0.7797 2.30 | Q| | V| |
16+30 0.7919 1.76 | Q | | V |
16+35 0.8023 1.51 | Q | | V |
16+40 0.8116 1.35 | Q | | V |
16+45 0.8197 1.18 | Q | | |V |
16+50 0.8271 1.09 | Q | | |V |
16+55 0.8341 1.02 | Q | | |V |
17+ 0 0.8407 0.96 | Q | | | V |
17+ 5 0.8470 0.91 | Q | | | V |
17+10 0.8529 0.86 | Q | | | V |
17+15 0.8586 0.82 | Q | | | V |
17+20 0.8640 0.79 | Q | | | V |
17+25 0.8692 0.76 | Q | | | V |
17+30 0.8743 0.73 | Q | | | V |
17+35 0.8792 0.71 | Q | | | V |
17+40 0.8839 0.69 | Q | | | V |
17+45 0.8885 0.67 | Q | | | V |
17+50 0.8930 0.65 | Q | | | V |
17+55 0.8973 0.63 | Q | | | V |
18+ 0 0.9015 0.62 | Q | | | V |
18+ 5 0.9056 0.59 | Q | | | V |
18+10 0.9091 0.51 | Q | | | V |
18+15 0.9124 0.47 |Q | | | V |
18+20 0.9155 0.45 |Q | | | V |
18+25 0.9185 0.44 |Q | | | V |
18+30 0.9215 0.43 |Q | | | V |
18+35 0.9243 0.42 |Q | | | V |
18+40 0.9271 0.41 |Q | | | V |
18+45 0.9299 0.40 |Q | | | V |
18+50 0.9325 0.39 |Q | | | V |
18+55 0.9352 0.38 |Q | | | V |
19+ 0 0.9378 0.38 |Q | | | V |
19+ 5 0.9403 0.37 |Q | | | V |
19+10 0.9428 0.36 |Q | | | V |
19+15 0.9452 0.36 |Q | | | V |
19+20 0.9477 0.35 |Q | | | V |
19+25 0.9500 0.34 |Q | | | V |
19+30 0.9524 0.34 |Q | | | V |
19+35 0.9547 0.33 |Q | | | V |
19+40 0.9569 0.33 |Q | | | V |
19+45 0.9591 0.32 |Q | | | V |
19+50 0.9613 0.32 |Q | | | V |
19+55 0.9635 0.31 |Q | | | V |
20+ 0 0.9656 0.31 |Q | | | V |
20+ 5 0.9677 0.31 |Q | | | V |
20+10 0.9698 0.30 |Q | | | V |
20+15 0.9719 0.30 |Q | | | V |
20+20 0.9739 0.29 |Q | | | V |
20+25 0.9759 0.29 |Q | | | V |
20+30 0.9779 0.29 |Q | | | V |
20+35 0.9798 0.28 |Q | | | V |
20+40 0.9817 0.28 |Q | | | V |
20+45 0.9836 0.28 |Q | | | V |
20+50 0.9855 0.27 |Q | | | V |
20+55 0.9874 0.27 |Q | | | V |
21+ 0 0.9892 0.27 |Q | | | V |
21+ 5 0.9911 0.26 |Q | | | V |

Page 1027 of 1727 ends

21+10 0.9929 0.26 |Q | | | V |
21+15 0.9946 0.26 |Q | | | V |
21+20 0.9964 0.26 |Q | | | V |
21+25 0.9982 0.25 |Q | | | V |
21+30 0.9999 0.25 |Q | | | V |
21+35 1.0016 0.25 Q | | | V |
21+40 1.0033 0.25 Q | | | V |
21+45 1.0050 0.24 Q | | | V |
21+50 1.0067 0.24 Q | | | V |
21+55 1.0083 0.24 Q | | | V |
22+ 0 1.0099 0.24 Q | | | V |
22+ 5 1.0116 0.24 Q | | | V |
22+10 1.0132 0.23 Q | | | V |
22+15 1.0148 0.23 Q | | | V |
22+20 1.0163 0.23 Q | | | V |
22+25 1.0179 0.23 Q | | | V |
22+30 1.0195 0.23 Q | | | V |
22+35 1.0210 0.22 Q | | | V |
22+40 1.0225 0.22 Q | | | V|
22+45 1.0241 0.22 Q | | | V|
22+50 1.0256 0.22 Q | | | V|
22+55 1.0271 0.22 Q | | | V|
23+ 0 1.0285 0.22 Q | | | V|
23+ 5 1.0300 0.21 Q | | | V|
23+10 1.0315 0.21 Q | | | V|
23+15 1.0329 0.21 Q | | | V|
23+20 1.0343 0.21 Q | | | V|
23+25 1.0358 0.21 Q | | | V|
23+30 1.0372 0.21 Q | | | V|
23+35 1.0386 0.20 Q | | | V|
23+40 1.0400 0.20 Q | | | V|
23+45 1.0414 0.20 Q | | | V|
23+50 1.0428 0.20 Q | | | V|
23+55 1.0441 0.20 Q | | | V|
24+ 0 1.0455 0.20 Q | | | V|
24+ 5 1.0467 0.17 Q | | | V|
24+10 1.0472 0.07 Q | | | V|
24+15 1.0474 0.03 Q | | | V|
24+20 1.0475 0.01 Q | | | V|
24+25 1.0475 0.00 Q | | | V|
24+30 1.0475 0.00 Q | | | V|
24+35 1.0475 0.00 Q | | | V
-----------------------------------------------------------------------

Page 1028 of 1727 ends

APPENDIX E

CATCH BASIN CALCULATIONS

Page 1029 of 1727 ends

CATCH
BASIN

FLOW-BY/
SUMP
STREET
NAME

CENTERLINE

STATION
25-YEAR
FLOW
(CFS)

REQUIRED

WIDTH (FT)
ACTUAL
WIDTH
(FT) COMMENT
1 FLOW-BY STREET 'B' 12+41.03 0.19 1.8 3.5 APPROACH GRADE 10.5% 2 FLOW-BY STREET 'A' 11+41.84 0.38 3.5 3.5 APPROACH GRADE 10.0% 3 FLOW-BY STREET 'A' 10+58.03 0.25 2.3 3.5 APPROACH GRADE 11.3% GRATE
INLET

FLOW-BY/
SUMP
STREET
NAME

CENTERLINE

STATION
25-YEAR
FLOW
(CFS)
SPREAD

WIDTH (FT)
DEPTH
(INCH) COMMENT
1 SUMP TURNOUT 10+55.02 0.27 1.0 1.1
2 FLOWBY STREET 'A' 10+55.05 0.19 1.3 1.2 APPROACH GRADE 3.3% 3 SUMP STREET 'C' 11+63.34 0.28 1.0 1.2
4 SUMP STREET 'C' 11+63.34 0.12 0.8 0.6
5 SUMP STREET 'B' 13+81.35 0.50 1.3 1.7
6 SUMP STREET 'B' 13+84.12 0.68 1.5 2.1

CATCH BASIN SUMMARY TABLE

MILL CREEK DRIVE

Page 1030 of 1727 ends

CATCH BASIN #1 (FLOW-BY)
**************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<<
---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.105000
CONSTANT STREET FLOW(CFS) = 0.19
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 13.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500

FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS:
---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET) = 2.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.23
PRODUCT OF DEPTH&VELOCITY = 0.97
============================================================================ **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins.

STREETFLOW(CFS) = 0.19
GUTTER FLOWDEPTH(FEET) = 0.16
BASIN LOCAL DEPRESSION(FEET) = 0.17
---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS:

BASIN WIDTH FLOW INTERCEPTION

0.18 0.03

0.50 0.07

1.00 0.13

1.50 0.17

1.77 0.19
============================================================================ USE W=3.5’

Page 1031 of 1727 ends

CATCH BASIN #2 (FLOW-BY)
**************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<<
---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.100000
CONSTANT STREET FLOW(CFS) = 0.38
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 13.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500

FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS:
---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET) = 2.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.08
PRODUCT OF DEPTH&VELOCITY = 0.95
============================================================================ ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins.

STREETFLOW(CFS) = 0.38
GUTTER FLOWDEPTH(FEET) = 0.16
BASIN LOCAL DEPRESSION(FEET) = 0.17
---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS:

BASIN WIDTH FLOW INTERCEPTION

0.35 0.05

0.50 0.07

1.00 0.14

1.50 0.21

2.00 0.26

2.50 0.30

3.00 0.34

3.50 0.38
USE W=3.5’

Page 1032 of 1727 ends

CATCH BASIN #3 (FLOW-BY)
**************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<<
---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.011300
CONSTANT STREET FLOW(CFS) = 0.25
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 13.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.074000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500

FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS:
---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET) = 2.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04
PRODUCT OF DEPTH&VELOCITY = 0.32
============================================================================ **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins.

STREETFLOW(CFS) = 0.25
GUTTER FLOWDEPTH(FEET) = 0.16
BASIN LOCAL DEPRESSION(FEET) = 0.17
---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS:

BASIN WIDTH FLOW INTERCEPTION

0.23 0.03

0.50 0.07

1.00 0.14

1.50 0.19

2.00 0.23

2.32 0.25
============================================================================ USE W=3.5’

Page 1033 of 1727 ends

Worksheet for Grate Inlet In Sag - 1
Project Description
Solve For Spread
Input Data
Discharge 0.27 cfs
Gutter Width 1.00 ft
Gutter Cross Slope 0.130 ft/ft
Road Cross Slope 0.020 ft/ft
Grate Width 1.00 ft
Grate Length 1.0 ft
Local Depression 1.0 in
Local Depression Width 22.0 in
P-50 mm (P-1
-7/8") Grate Type
Clogging 0.0 %
Results
Spread 1.0 ft
Depth 1.1 in
Gutter Depression 1.3 in
Total Depression 2.3 in
Open Grate Area 0.9 ft²
Active Grate Weir Length 3.0 ft
27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755-1666
9/26/2025
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
Untitled1.fm8 Center

Page 1034 of 1727 ends

Worksheet for Grate Inlet On Grade - 2
Project Description
Solve For Efficiency
Input Data
Discharge 0.19 cfs
Slope 0.033 ft/ft
Gutter Width 2.00 ft
Gutter Cross Slope 0.080 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.015
Grate Width 1.00 ft
Grate Length 1.0 ft
P-50 mm (P-1
-7/8") Grate Type
Clogging 0.0 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.49 %
Intercepted Flow 0.19 cfs
Bypass Flow 0.00 cfs
Spread 1.3 ft
Depth 1.2 in
Flow Area 0.1 ft²
Gutter Depression 1.4 in
Total Depression 1.4 in
Velocity 2.93 ft/s
Splash Over Velocity 5.66 ft/s
Frontal Flow Factor 1.000
Side Flow Factor 0.071
Grate Flow Ratio 0.984
Active Grate Length 1.0 ft
27 Siemon Company Drive Suite 200 W Page 1 of 2
Watertown, CT 06795 USA +1-203-755-1666
9/26/2025
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
Untitled1.fm8 Center

Page 1035 of 1727 ends

Worksheet for Grate Inlet In Sag - 3
Project Description
Solve For Spread
Input Data
Discharge 0.28 cfs
Gutter Width 1.00 ft
Gutter Cross Slope 0.130 ft/ft
Road Cross Slope 0.020 ft/ft
Grate Width 1.00 ft
Grate Length 1.0 ft
Local Depression 1.0 in
Local Depression Width 22.0 in
P-50 mm (P-1
-7/8") Grate Type
Clogging 0.0 %
Results
Spread 1.0 ft
Depth 1.2 in
Gutter Depression 1.3 in
Total Depression 2.3 in
Open Grate Area 0.9 ft²
Active Grate Weir Length 3.0 ft
27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755-1666
9/26/2025
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
Untitled1.fm8 Center

Page 1036 of 1727 ends

Worksheet for Grate Inlet In Sag - 4
Project Description
Solve For Spread
Input Data
Discharge 0.12 cfs
Gutter Width 1.00 ft
Gutter Cross Slope 0.130 ft/ft
Road Cross Slope 0.020 ft/ft
Grate Width 1.00 ft
Grate Length 1.0 ft
Local Depression 1.0 in
Local Depression Width 22.0 in
P-50 mm (P-1
-7/8") Grate Type
Clogging 0.0 %
Results
Spread 0.8 ft
Depth 0.6 in
Gutter Depression 1.3 in
Total Depression 2.3 in
Open Grate Area 0.9 ft²
Active Grate Weir Length 3.0 ft
27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755-1666
9/26/2025
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
Untitled1.fm8 Center

Page 1037 of 1727 ends

Worksheet for Grate Inlet In Sag - 5
Project Description
Solve For Spread
Input Data
Discharge 0.50 cfs
Gutter Width 1.00 ft
Gutter Cross Slope 0.130 ft/ft
Road Cross Slope 0.020 ft/ft
Grate Width 1.00 ft
Grate Length 1.0 ft
Local Depression 1.0 in
Local Depression Width 22.0 in
P-50 mm (P-1
-7/8") Grate Type
Clogging 0.0 %
Results
Spread 1.3 ft
Depth 1.7 in
Gutter Depression 1.3 in
Total Depression 2.3 in
Open Grate Area 0.9 ft²
Active Grate Weir Length 3.0 ft
27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755-1666
9/26/2025
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
Untitled1.fm8 Center

Page 1038 of 1727 ends

Worksheet for Grate Inlet In Sag - 6
Project Description
Solve For Spread
Input Data
Discharge 0.68 cfs
Gutter Width 1.00 ft
Gutter Cross Slope 0.130 ft/ft
Road Cross Slope 0.020 ft/ft
Grate Width 1.00 ft
Grate Length 1.0 ft
Local Depression 1.0 in
Local Depression Width 22.0 in
P-50 mm (P-1
-7/8") Grate Type
Clogging 0.0 %
Results
Spread 1.5 ft
Depth 2.1 in
Gutter Depression 1.3 in
Total Depression 2.3 in
Open Grate Area 0.9 ft²
Active Grate Weir Length 3.0 ft
27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755-1666
9/26/2025
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
Untitled1.fm8 Center

Page 1039 of 1727 ends

APPENDIX F

PARKWAY CULVERT CALCULATIONS

Page 1040 of 1727 ends

PARKWAY CULVERT CALCULATIONS
SYSTEM A – 15+99.23 MILL CREEK DR (TYPE B; OUTLET V<10 FPS) **************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<<
---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 0.33
CHANNEL Z1(HORIZONTAL/VERTICAL) = 0.00
Z2(HORIZONTAL/VERTICAL) = 0.00
CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.020000
UNIFORM FLOW(CFS) = 2.80
MANNINGS FRICTION FACTOR = 0.0150
============================================================================ NORMAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- >>>>> BASEWIDTH(FEET) = 1.60
FLOW TOP-WIDTH(FEET) = 1.60
FLOW AREA(SQUARE FEET) = 0.53
HYDRAULIC DEPTH(FEET) = 0.33
FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.31
UNIFORM FROUDE NUMBER = 1.630
PRESSURE + MOMENTUM(POUNDS) = 34.26
AVERAGED VELOCITY HEAD(FEET) = 0.439
SPECIFIC ENERGY(FEET) = 0.769
============================================================================ CRITICAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 1.60
CRITICAL FLOW AREA(SQUARE FEET) = 0.73
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.46
CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.84
CRITICAL DEPTH(FEET) = 0.46
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 31.23
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.229
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.686
============================================================================ USE SPAN=2’

Page 1041 of 1727 ends

SYSTEM B – 13+92.80 MILL CREEK DR (TYPE A OUTLET; V>10 FPS) **************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<<
---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 0.33
CHANNEL Z1(HORIZONTAL/VERTICAL) = 0.00
Z2(HORIZONTAL/VERTICAL) = 0.00
CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.020000
UNIFORM FLOW(CFS) = 4.30
MANNINGS FRICTION FACTOR = 0.0150
============================================================================ NORMAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- >>>>> BASEWIDTH(FEET) = 2.30
FLOW TOP-WIDTH(FEET) = 2.30
FLOW AREA(SQUARE FEET) = 0.76
HYDRAULIC DEPTH(FEET) = 0.33
FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.66
UNIFORM FROUDE NUMBER = 1.735
PRESSURE + MOMENTUM(POUNDS) = 54.95
AVERAGED VELOCITY HEAD(FEET) = 0.497
SPECIFIC ENERGY(FEET) = 0.827
============================================================================ CRITICAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 2.30
CRITICAL FLOW AREA(SQUARE FEET) = 1.10
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.48
CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.92
CRITICAL DEPTH(FEET) = 0.48
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 48.96
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.239
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.715
============================================================================ USE SPAN=2.5’

Page 1042 of 1727 ends

APPENDIX G

HYDRAULIC CALCULATIONS

Page 1043 of 1727 ends

Page 1044 of 1727 ends

FILE: MC-SYS_A.WSW W S P G W - EDIT LISTING - Version 14.06 Date:10- 9-2025 Time: 9:38:32 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)

CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP

CD 1 2 0 .000 .330 2.000 .00
CD 2 4 1 1.000
W S P G W PAGE NO 1

WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -

MILL CREEK DEVELOPMENT
HEADING LINE NO 2 IS -

SYSTEM A OUTLET HYDRAULICS
HEADING LINE NO 3 IS -

W S P G W PAGE NO 2

WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *

U/S DATA STATION INVERT SECT W S ELEV
100.000 291.500 1 291.500
ELEMENT NO 2 IS A REACH * * *

U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 109.240 291.680 1 .015 .000 .000 .000 0
ELEMENT NO 3 IS A TRANSITION * * *

U/S DATA STATION INVERT SECT N RADIUS ANGLE
111.740 291.730 2 .013 .000 .000
ELEMENT NO 4 IS A REACH * * *

U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 115.770 291.730 2 .010 .000 .000 -90.000 0
ELEMENT NO 5 IS A REACH * * *

U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 144.200 293.400 2 .010 .000 .000 -90.000 0
ELEMENT NO 6 IS A REACH * * *

U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 146.200 293.420 2 .010 .000 .000 .000 0
ELEMENT NO 7 IS A SYSTEM HEADWORKS * *

U/S DATA STATION INVERT SECT W S ELEV
146.200 293.420 2 293.420

Page 1045 of 1727 ends

FILE: MC-SYS_A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1881
WATER SURFACE PROFILE LISTING Date:10- 9-2025 Time: 9:38:34

MILL CREEK DEVELOPMENT

SYSTEM A OUTLET HYDRAULICS

************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
100.000 291.500 .200 291.700 2.80 7.01 .76 292.46 .00 .39 2.00 .330 2.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.155 .0195 .0553 .01 .20 2.76 .28 .015 .00 .00 RECTANG
| | | | | | | | | | | | |
100.155 291.503 .198 291.701 2.80 7.06 .77 292.48 .00 .39 2.00 .330 2.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.666 .0195 .0604 .10 .20 2.80 .28 .015 .00 .00 RECTANG | | | | | | | | | | | | |
101.821 291.535 .189 291.724 2.80 7.41 .85 292.58 .00 .39 2.00 .330 2.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.508 .0195 .0701 .11 .19 3.00 .28 .015 .00 .00 RECTANG | | | | | | | | | | | | |
103.329 291.565 .180 291.745 2.80 7.77 .94 292.68 .00 .39 2.00 .330 2.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.378 .0195 .0814 .11 .18 3.23 .28 .015 .00 .00 RECTANG | | | | | | | | | | | | |
104.707 291.592 .172 291.764 2.80 8.15 1.03 292.79 .00 .39 2.00 .330 2.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.267 .0195 .0946 .12 .17 3.46 .28 .015 .00 .00 RECTANG | | | | | | | | | | | | |
105.973 291.616 .164 291.780 2.80 8.55 1.13 292.91 .00 .39 2.00 .330 2.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.170 .0195 .1099 .13 .16 3.72 .28 .015 .00 .00 RECTANG | | | | | | | | | | | | |
107.144 291.639 .156 291.795 2.80 8.96 1.25 293.04 .00 .39 2.00 .330 2.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.086 .0195 .1277 .14 .16 4.00 .28 .015 .00 .00 RECTANG | | | | | | | | | | | | |
108.230 291.660 .149 291.809 2.80 9.40 1.37 293.18 .00 .39 2.00 .330 2.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.010 .0195 .1484 .15 .15 4.29 .28 .015 .00 .00 RECTANG | | | | | | | | | | | | |
109.240 291.680 .142 291.822 2.80 9.86 1.51 293.33 .00 .39 2.00 .330 2.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
TRANS STR .0200 .0885 .22 .14 4.61 .013 .00 .00 RECTANG

Page 1046 of 1727 ends

FILE: MC-SYS_A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1881
WATER SURFACE PROFILE LISTING Date:10- 9-2025 Time: 9:38:34

MILL CREEK DEVELOPMENT

SYSTEM A OUTLET HYDRAULICS

************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
111.740 291.730 .395 292.125 2.80 9.72 1.47 293.59 .00 .72 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.363 .0000 .0340 .01 .39 3.15 .00 .010 .00 .00 PIPE
| | | | | | | | | | | | |
112.103 291.730 .393 292.123 2.80 9.77 1.48 293.60 .00 .72 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

3.667 .0000 .0367 .13 .39 3.18 .00 .010 .00 .00 PIPE
| | | | | | | | | | | | |
115.770 291.730 .379 292.110 2.80 10.24 1.63 293.74 .00 .72 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

5.201 .0587 .0371 .19 .38 3.40 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
120.971 292.036 .391 292.426 2.80 9.85 1.51 293.93 .00 .72 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

4.771 .0587 .0330 .16 .39 3.22 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
125.742 292.316 .405 292.721 2.80 9.40 1.37 294.09 .00 .72 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

3.690 .0587 .0290 .11 .40 3.01 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
129.433 292.533 .419 292.952 2.80 8.96 1.25 294.20 .00 .72 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

2.936 .0587 .0254 .07 .42 2.81 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
132.368 292.705 .435 293.140 2.80 8.54 1.13 294.27 .00 .72 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

2.387 .0587 .0223 .05 .43 2.62 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
134.756 292.845 .451 293.296 2.80 8.14 1.03 294.33 .00 .72 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.965 .0587 .0196 .04 .45 2.44 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
136.721 292.961 .468 293.428 2.80 7.77 .94 294.36 .00 .72 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.628 .0587 .0173 .03 .47 2.28 .34 .010 .00 .00 PIPE

Page 1047 of 1727 ends

FILE: MC-SYS_A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1881
WATER SURFACE PROFILE LISTING Date:10- 9-2025 Time: 9:38:34

MILL CREEK DEVELOPMENT

SYSTEM A OUTLET HYDRAULICS

************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
138.349 293.056 .485 293.542 2.80 7.40 .85 294.39 .00 .72 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.353 .0587 .0152 .02 .49 2.12 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
139.702 293.136 .504 293.640 2.80 7.06 .77 294.41 .00 .72 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.126 .0587 .0134 .02 .50 1.98 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
140.827 293.202 .523 293.725 2.80 6.73 .70 294.43 .00 .72 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.928 .0587 .0118 .01 .52 1.84 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
141.755 293.256 .544 293.800 2.80 6.42 .64 294.44 .00 .72 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.760 .0587 .0104 .01 .54 1.71 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
142.515 293.301 .565 293.866 2.80 6.12 .58 294.45 .00 .72 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.611 .0587 .0092 .01 .57 1.59 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
143.126 293.337 .588 293.925 2.80 5.83 .53 294.45 .00 .72 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.477 .0587 .0081 .00 .59 1.47 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
143.603 293.365 .612 293.976 2.80 5.56 .48 294.46 .00 .72 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.355 .0587 .0072 .00 .61 1.36 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
143.958 293.386 .637 294.023 2.80 5.30 .44 294.46 .00 .72 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.242 .0587 .0064 .00 .64 1.26 .34 .010 .00 .00 PIPE
| | | | | | | | | | | | |
144.200 293.400 .664 294.064 2.80 5.06 .40 294.46 .00 .72 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.401 .0100 .0058 .01 .66 1.16 .56 .010 .00 .00 PIPE

Page 1048 of 1727 ends

FILE: MC-SYS_A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1881
WATER SURFACE PROFILE LISTING Date:10- 9-2025 Time: 9:38:34

MILL CREEK DEVELOPMENT

SYSTEM A OUTLET HYDRAULICS

************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
145.601 293.414 .686 294.100 2.80 4.88 .37 294.47 .00 .72 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.599 .0100 .0052 .00 .69 1.09 .56 .010 .00 .00 PIPE
| | | | | | | | | | | | |
146.200 293.420 .717 294.137 2.80 4.64 .33 294.47 .00 .72 .90 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

Page 1049 of 1727 ends

Page 1050 of 1727 ends

FILE: MC-SYSB.WSW W S P G W - EDIT LISTING - Version 14.06 Date:10- 9-2025 Time: 9:35:33 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)

CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP

CD 2 2 0 .000 .330 2.500 .00
CD 3 4 1 1.000
W S P G W PAGE NO 1

WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -

MILL CREEK DEVELOPMENT
HEADING LINE NO 2 IS -

SYSTEM B OUTLET HYDRAULICS
HEADING LINE NO 3 IS -
BY KAM 100925
W S P G W PAGE NO 2

WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *

U/S DATA STATION INVERT SECT W S ELEV
100.000 272.820 2 272.820
ELEMENT NO 2 IS A REACH * * *

U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 110.620 273.030 2 .015 13.522 -45.000 .000 0
ELEMENT NO 3 IS A TRANSITION * * *

U/S DATA STATION INVERT SECT N RADIUS ANGLE
113.800 273.090 3 .015 .000 .000
ELEMENT NO 4 IS A REACH * * *

U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 122.750 274.730 3 .010 .000 .000 -11.250 0
ELEMENT NO 5 IS A REACH * * *

U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 158.820 292.780 3 .010 .000 .000 11.250 0
ELEMENT NO 6 IS A REACH * * *

U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 164.320 294.420 3 .010 .000 .000 .000 0
ELEMENT NO 7 IS A SYSTEM HEADWORKS * *

U/S DATA STATION INVERT SECT W S ELEV
164.320 294.420 3 294.420

Page 1051 of 1727 ends

FILE: MC-SYSB.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1881
WATER SURFACE PROFILE LISTING Date:10- 9-2025 Time: 9:35:35

MILL CREEK DEVELOPMENT

SYSTEM B OUTLET HYDRAULICS
BY KAM 100925
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
100.000 272.820 .170 272.990 4.30 10.10 1.58 274.57 .59 .45 2.50 .330 2.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.144 .0198 .1316 .02 .76 4.31 .31 .015 .00 .00 RECTANG
| | | | | | | | | | | | |
100.144 272.823 .169 272.992 4.30 10.16 1.60 274.59 .59 .45 2.50 .330 2.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.229 .0198 .1437 .18 .76 4.35 .31 .015 .00 .00 RECTANG | | | | | | | | | | | | |
101.372 272.847 .161 273.009 4.30 10.65 1.76 274.77 .65 .45 2.50 .330 2.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.144 .0198 .1672 .19 .81 4.67 .31 .015 .00 .00 RECTANG | | | | | | | | | | | | |
102.516 272.870 .154 273.024 4.30 11.17 1.94 274.96 .72 .45 2.50 .330 2.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-

1.067 .0198 .1947 .21 .87 5.02 .31 .015 .00 .00 RECTANG | | | | | | | | | | | | |
103.583 272.891 .147 273.038 4.30 11.72 2.13 275.17 .79 .45 2.50 .330 2.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.997 .0198 .2267 .23 .94 5.39 .31 .015 .00 .00 RECTANG
| | | | | | | | | | | | |
104.580 272.911 .140 273.050 4.30 12.29 2.34 275.40 .87 .45 2.50 .330 2.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.933 .0198 .2640 .25 1.01 5.79 .31 .015 .00 .00 RECTANG | | | | | | | | | | | | |
105.513 272.929 .133 273.062 4.30 12.89 2.58 275.64 .95 .45 2.50 .330 2.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.875 .0198 .3076 .27 1.09 6.22 .31 .015 .00 .00 RECTANG | | | | | | | | | | | | |
106.388 272.946 .127 273.074 4.30 13.52 2.84 275.91 1.05 .45 2.50 .330 2.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.820 .0198 .3584 .29 1.18 6.68 .31 .015 .00 .00 RECTANG | | | | | | | | | | | | |
107.208 272.963 .121 273.084 4.30 14.18 3.12 276.20 1.15 .45 2.50 .330 2.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.770 .0198 .4178 .32 1.28 7.17 .31 .015 .00 .00 RECTANG

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Laguna Hills City CouncilFebruary 10, 2026

Laguna Hills City Council
February 10, 2026