Agenda packet — Ontario City Council, March 21, 2023 (part 23 of 24)

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.80 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.64
EFFECTIVE AREA(ACRES) = 6.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 9 5900
TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 21.79
**************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 523.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 921.81 DOWNSTREAM(FEET) = 921.07 FLOW LENGTH(FEET) = 148.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.79
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 10.17
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 523.00 = 1872.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 523.00 TO NODE 523.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 10.17
RAINFALL INTENSITY(INCH/HR) = 3.63
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 6.60
TOTAL STREAM AREA(ACRES) = 6.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.79
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 38.17 9.74 3.720 0.42( 0.04) 0.10 11.2 500.00
2 21.79 10.17 3.625 0.42( 0.04) 0.10 6.6 511.00

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 59.60 9.74 3.720 0.42( 0.04) 0.10 17.5 500.00
2 58.98 10.17 3.625 0.42( 0.04) 0.10 17.8 511.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 59.60 Tc(MIN.) = 9.74
EFFECTIVE AREA(ACRES) = 17.52 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.8
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 523.00 = 1872.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 523.00 TO NODE 524.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 921.07 DOWNSTREAM(FEET) = 920.99 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.10
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 59.60
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.78
LONGEST FLOWPATH FROM NODE 511.00 TO NODE 524.00 = 1888.00 FEET. ============================================================================ END OF STUDY SUMMARY:
10 5901
TOTAL AREA(ACRES) = 17.8 TC(MIN.) = 9.78
EFFECTIVE AREA(ACRES) = 17.52 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 59.60
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 59.60 9.78 3.713 0.42( 0.04) 0.10 17.5 500.00
2 58.98 10.21 3.618 0.42( 0.04) 0.10 17.8 511.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

11 5902
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 6 - NODES 600-614 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P6AC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 129.00
ELEVATION DATA: UPSTREAM(FEET) = 921.90 DOWNSTREAM(FEET) = 917.22 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.30 0.42 0.100 76 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.49
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.49
1 5903
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 913.22 DOWNSTREAM(FEET) = 911.75 FLOW LENGTH(FEET) = 224.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.63
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.49
PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 6.03
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 353.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.03
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.962
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.21
EFFECTIVE AREA(ACRES) = 0.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.54
**************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 911.75 DOWNSTREAM(FEET) = 909.19 FLOW LENGTH(FEET) = 388.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.50
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.54
PIPE TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 7.47
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 741.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.364
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 8.95
EFFECTIVE AREA(ACRES) = 3.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 12.06
**************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5904
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 909.19 DOWNSTREAM(FEET) = 908.42 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.91
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.06
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 7.80
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 859.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.80
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.251
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.79
EFFECTIVE AREA(ACRES) = 4.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 15.53
**************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.42 DOWNSTREAM(FEET) = 907.63 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.41
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.53
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.11
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.11
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.153
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.70
EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 18.87
**************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.63 DOWNSTREAM(FEET) = 906.84 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.79
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 3 5905
PIPE-FLOW(CFS) = 18.87
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 8.41
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.00 = 1099.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.065
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.62
EFFECTIVE AREA(ACRES) = 6.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.1 PEAK FLOW RATE(CFS) = 22.08
**************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 607.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.84 DOWNSTREAM(FEET) = 904.88 FLOW LENGTH(FEET) = 297.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.98
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.08
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 9.12
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 607.00 = 1396.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 607.00 TO NODE 607.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.12
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.872
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.70 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 9.31
EFFECTIVE AREA(ACRES) = 8.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.8 PEAK FLOW RATE(CFS) = 30.33
**************************************************************************** FLOW PROCESS FROM NODE 607.00 TO NODE 608.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.88 DOWNSTREAM(FEET) = 903.30 FLOW LENGTH(FEET) = 239.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.52
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.33
PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 9.65
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 608.00 = 1635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 608.00 TO NODE 608.00 IS CODE = 81 4 5906
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.65
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.743
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 7.33
EFFECTIVE AREA(ACRES) = 11.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 36.64
**************************************************************************** FLOW PROCESS FROM NODE 608.00 TO NODE 609.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.30 DOWNSTREAM(FEET) = 901.86 FLOW LENGTH(FEET) = 219.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.94
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.64
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 10.11
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 609.00 = 1854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 609.00 TO NODE 609.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.11
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.640
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.89
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 39.50
**************************************************************************** FLOW PROCESS FROM NODE 609.00 TO NODE 613.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.86 DOWNSTREAM(FEET) = 901.25 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.00
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.50
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 10.30
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 613.00 = 1947.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 10.30
5 5907
RAINFALL INTENSITY(INCH/HR) = 3.60
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.20
TOTAL STREAM AREA(ACRES) = 12.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.50
**************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 611.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00
ELEVATION DATA: UPSTREAM(FEET) = 913.20 DOWNSTREAM(FEET) = 907.65 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.637
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.166
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.50 0.42 0.100 76 5.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.31
TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.31
**************************************************************************** FLOW PROCESS FROM NODE 611.00 TO NODE 612.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.65 DOWNSTREAM(FEET) = 901.78 FLOW LENGTH(FEET) = 373.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.55
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.31
PIPE TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 7.39
LONGEST FLOWPATH FROM NODE 610.00 TO NODE 612.00 = 603.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 612.00 TO NODE 612.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.39
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.393
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.57
EFFECTIVE AREA(ACRES) = 0.90 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.52
**************************************************************************** FLOW PROCESS FROM NODE 612.00 TO NODE 613.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.78 DOWNSTREAM(FEET) = 901.25 FLOW LENGTH(FEET) = 106.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.03
6 5908
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.52
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 7.82
LONGEST FLOWPATH FROM NODE 610.00 TO NODE 613.00 = 709.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 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.) = 7.82
RAINFALL INTENSITY(INCH/HR) = 4.24
AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.42
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.90
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.52
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 39.50 10.30 3.599 0.42( 0.04) 0.10 12.2 600.00
2 3.52 7.82 4.243 0.42( 0.04) 0.10 0.9 610.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 38.98 7.82 4.243 0.42( 0.04) 0.10 10.2 610.00
2 42.48 10.30 3.599 0.42( 0.04) 0.10 13.1 600.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 42.48 Tc(MIN.) = 10.30
EFFECTIVE AREA(ACRES) = 13.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 13.1
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 613.00 = 1947.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 614.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.25 DOWNSTREAM(FEET) = 901.09 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.49
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.48
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.37
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 614.00 = 1978.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 13.1 TC(MIN.) = 10.37
EFFECTIVE AREA(ACRES) = 13.10 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 42.48
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 38.98 7.89 4.221 0.42( 0.04) 0.10 10.2 610.00
2 42.48 10.37 3.584 0.42( 0.04) 0.10 13.1 600.00
============================================================================ ============================================================================ 7 5909

END OF RATIONAL METHOD ANALYSIS

8 5910
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 6 - NODES 620-632 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P6BC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 621.00 TO NODE 621.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 93.00
USER SPECIFIED Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.48
TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.48
**************************************************************************** FLOW PROCESS FROM NODE 621.00 TO NODE 622.00 IS CODE = 31 1 5911
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.76 DOWNSTREAM(FEET) = 908.15 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.73
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.48
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 5.55
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 622.00 = 215.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 622.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.55
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.217
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.33
EFFECTIVE AREA(ACRES) = 1.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 4.66
**************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 623.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.15 DOWNSTREAM(FEET) = 907.59 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.66
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 5.97
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 623.00 = 327.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 623.00 TO NODE 623.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.97
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.989
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.23
EFFECTIVE AREA(ACRES) = 1.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 6.68
**************************************************************************** FLOW PROCESS FROM NODE 623.00 TO NODE 624.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.59 DOWNSTREAM(FEET) = 907.03 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
2 5912
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.65
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.68
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 6.38
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 624.00 = 439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 624.00 TO NODE 624.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.38
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.798
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.14
EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 8.56
**************************************************************************** FLOW PROCESS FROM NODE 624.00 TO NODE 625.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.03 DOWNSTREAM(FEET) = 906.47 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.03
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.56
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 6.75
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 625.00 = 551.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 625.00 TO NODE 625.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.75
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.638
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.07
EFFECTIVE AREA(ACRES) = 2.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 10.34
**************************************************************************** FLOW PROCESS FROM NODE 625.00 TO NODE 626.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.47 DOWNSTREAM(FEET) = 905.91 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.16
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.34
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 7.11
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 626.00 = 663.00 FEET. 3 5913
**************************************************************************** FLOW PROCESS FROM NODE 626.00 TO NODE 626.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.11
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.495
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.00
EFFECTIVE AREA(ACRES) = 3.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 12.02
**************************************************************************** FLOW PROCESS FROM NODE 626.00 TO NODE 627.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.91 DOWNSTREAM(FEET) = 905.35 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.48
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.02
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.45
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 627.00 = 775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 627.00 TO NODE 627.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.45
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.371
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.95
EFFECTIVE AREA(ACRES) = 3.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.5 PEAK FLOW RATE(CFS) = 13.63
**************************************************************************** FLOW PROCESS FROM NODE 627.00 TO NODE 628.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.35 DOWNSTREAM(FEET) = 904.74 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.63
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 7.81
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 628.00 = 897.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 628.00 TO NODE 628.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 4 5914
MAINLINE Tc(MIN.) = 7.81
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.247
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.89
EFFECTIVE AREA(ACRES) = 4.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 15.14
**************************************************************************** FLOW PROCESS FROM NODE 628.00 TO NODE 629.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.74 DOWNSTREAM(FEET) = 904.18 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.65
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.14
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 8.14
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 629.00 = 1009.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 629.00 TO NODE 629.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.14
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.143
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.85
EFFECTIVE AREA(ACRES) = 4.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 16.61
**************************************************************************** FLOW PROCESS FROM NODE 629.00 TO NODE 630.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.18 DOWNSTREAM(FEET) = 903.62 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.93
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.61
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.46
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 630.00 = 1121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 630.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.46
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.050
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
5 5915
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.80
EFFECTIVE AREA(ACRES) = 5.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) = 18.03
**************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 631.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.62 DOWNSTREAM(FEET) = 903.06 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.02
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.03
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.77
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 631.00 = 1233.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 631.00 TO NODE 631.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.77
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.963
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.80 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.82
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 20.47
**************************************************************************** FLOW PROCESS FROM NODE 631.00 TO NODE 632.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.06 DOWNSTREAM(FEET) = 902.00 FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.11
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.47
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 9.35
LONGEST FLOWPATH FROM NODE 621.00 TO NODE 632.00 = 1445.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 5.8 TC(MIN.) = 9.35
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 20.47
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

6 5916
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 7 - NODES 701-707 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P7AC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 701.00 TO NODE 701.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 93.00
USER SPECIFIED Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.98
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.98
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 1 5917
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 923.31 DOWNSTREAM(FEET) = 922.74 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.48
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.98
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 5.55
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 702.00 = 207.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.55
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.217
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.40
EFFECTIVE AREA(ACRES) = 0.70 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.26
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 922.74 DOWNSTREAM(FEET) = 922.22 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.97
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.26
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 5.98
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 703.00 = 311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.98
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.985
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.33
EFFECTIVE AREA(ACRES) = 1.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 4.45
**************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 922.22 DOWNSTREAM(FEET) = 921.70 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.013
2 5918
DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.14
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.45
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.40
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 704.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.787
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.28
EFFECTIVE AREA(ACRES) = 1.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 5.55
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 921.70 DOWNSTREAM(FEET) = 921.18 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.52
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.55
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 6.79
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 705.00 = 519.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 705.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.79
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.622
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.24
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 6.60
**************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 706.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 921.18 DOWNSTREAM(FEET) = 920.66 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.65
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.60
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 7.16
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 706.00 = 623.00 FEET. 3 5919
**************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 706.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.16
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.476
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.60
EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 7.98
**************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 920.66 DOWNSTREAM(FEET) = 920.32 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.98
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.39
LONGEST FLOWPATH FROM NODE 701.00 TO NODE 707.00 = 691.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.0 TC(MIN.) = 7.39
EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 7.98
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

4 5920
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 7 - NODES 710-717 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P7BC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 710.00 TO NODE 711.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 186.00
ELEVATION DATA: UPSTREAM(FEET) = 933.16 DOWNSTREAM(FEET) = 931.42 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.259
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.852
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.50 0.42 0.100 76 6.26
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.16
TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.16
1 5921
**************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 712.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 927.42 DOWNSTREAM(FEET) = 925.27 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.53
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.16
PIPE TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 8.29
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 712.00 = 616.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 712.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.099
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.10 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 7.67
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 9.49
**************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 713.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 925.27 DOWNSTREAM(FEET) = 923.67 FLOW LENGTH(FEET) = 319.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.12
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.49
PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 9.33
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 713.00 = 935.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 713.00 TO NODE 713.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.33
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.819
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 8.50
EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 17.33
**************************************************************************** FLOW PROCESS FROM NODE 713.00 TO NODE 714.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5922
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 923.67 DOWNSTREAM(FEET) = 922.76 FLOW LENGTH(FEET) = 183.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.97
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.33
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 9.84
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 714.00 = 1118.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 714.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.84
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.698
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.66
EFFECTIVE AREA(ACRES) = 5.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) = 17.44
**************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 715.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 922.76 DOWNSTREAM(FEET) = 921.37 FLOW LENGTH(FEET) = 278.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.99
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.44
PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 10.61
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 715.00 = 1396.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 715.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.61
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.534
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.14
EFFECTIVE AREA(ACRES) = 6.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 19.80
**************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 716.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 921.37 DOWNSTREAM(FEET) = 920.94 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.13
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 3 5923
PIPE-FLOW(CFS) = 19.80
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 10.85
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 716.00 = 1481.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 716.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.489
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.62
EFFECTIVE AREA(ACRES) = 6.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.5 PEAK FLOW RATE(CFS) = 20.16
**************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 717.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 920.94 DOWNSTREAM(FEET) = 920.22 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.09
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.16
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 11.24
LONGEST FLOWPATH FROM NODE 710.00 TO NODE 717.00 = 1626.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 6.5 TC(MIN.) = 11.24
EFFECTIVE AREA(ACRES) = 6.50 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 20.16
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

4 5924
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 800-813 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P8AC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 114.00
ELEVATION DATA: UPSTREAM(FEET) = 918.51 DOWNSTREAM(FEET) = 914.94 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.60 0.42 0.100 76 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.98
TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.98
1 5925
**************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 910.94 DOWNSTREAM(FEET) = 910.11 FLOW LENGTH(FEET) = 166.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.88
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.98
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 5.71
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.71
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.125
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.80 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.66
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 6.40
**************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 910.11 DOWNSTREAM(FEET) = 908.64 FLOW LENGTH(FEET) = 293.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.63
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.40
PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 6.77
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 573.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 803.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.77
* 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
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.06
EFFECTIVE AREA(ACRES) = 1.90 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 7.84
**************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5926
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 908.64 DOWNSTREAM(FEET) = 907.98 FLOW LENGTH(FEET) = 132.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.94
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.84
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 7.21
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.21
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.456
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 8.74
EFFECTIVE AREA(ACRES) = 4.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 16.29
**************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 805.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.98 DOWNSTREAM(FEET) = 907.38 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.91
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.29
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.55
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 805.00 = 825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 805.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.55
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.335
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.86
EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 19.70
**************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 806.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 907.38 DOWNSTREAM(FEET) = 906.78 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.09
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 3 5927
PIPE-FLOW(CFS) = 19.70
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 7.88
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 806.00 = 945.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 806.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.88
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.226
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.77
EFFECTIVE AREA(ACRES) = 6.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.1 PEAK FLOW RATE(CFS) = 22.97
**************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 807.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.78 DOWNSTREAM(FEET) = 906.18 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.42
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.97
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.19
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 807.00 = 1065.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.19
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.128
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.68
EFFECTIVE AREA(ACRES) = 7.10 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.1 PEAK FLOW RATE(CFS) = 26.11
**************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 808.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.18 DOWNSTREAM(FEET) = 905.58 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.54
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.11
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.50
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 808.00 = 1185.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 808.00 IS CODE = 81 4 5928
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.039
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.90 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.24
EFFECTIVE AREA(ACRES) = 8.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 28.77
**************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 809.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.58 DOWNSTREAM(FEET) = 904.98 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.80
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.77
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 8.79
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 809.00 = 1305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 809.00 TO NODE 809.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.79
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.957
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.90 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.17
EFFECTIVE AREA(ACRES) = 8.90 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.9 PEAK FLOW RATE(CFS) = 31.36
**************************************************************************** FLOW PROCESS FROM NODE 809.00 TO NODE 810.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.98 DOWNSTREAM(FEET) = 904.38 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.90
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.36
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 9.08
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 810.00 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 810.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.08
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.881
SUBAREA LOSS RATE DATA(AMC III):
5 5929
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.90 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.11
EFFECTIVE AREA(ACRES) = 9.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 33.86
**************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 811.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.38 DOWNSTREAM(FEET) = 903.04 FLOW LENGTH(FEET) = 269.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.96
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.86
PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 9.73
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 811.00 = 1694.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 811.00 TO NODE 811.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.73
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.724
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 8.28
EFFECTIVE AREA(ACRES) = 12.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.3 PEAK FLOW RATE(CFS) = 40.76
**************************************************************************** FLOW PROCESS FROM NODE 811.00 TO NODE 812.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.04 DOWNSTREAM(FEET) = 901.60 FLOW LENGTH(FEET) = 288.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.35
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.76
PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 10.38
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 812.00 = 1982.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 812.00 TO NODE 812.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.38
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.582
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 10.19
6 5930
EFFECTIVE AREA(ACRES) = 15.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 15.5 PEAK FLOW RATE(CFS) = 49.38
**************************************************************************** FLOW PROCESS FROM NODE 812.00 TO NODE 813.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.60 DOWNSTREAM(FEET) = 901.01 FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.75
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.38
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 10.63
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 813.00 = 2099.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 15.5 TC(MIN.) = 10.63
EFFECTIVE AREA(ACRES) = 15.50 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 49.38
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

7 5931
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 820-822 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P8BC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 820.00 TO NODE 821.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 268.00
ELEVATION DATA: UPSTREAM(FEET) = 914.75 DOWNSTREAM(FEET) = 908.66 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.065
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.944
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.00 0.42 0.100 76 6.06
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.41
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 4.41
1 5932
**************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 822.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.66 DOWNSTREAM(FEET) = 898.40 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
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.) = 16.19
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.41
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.10
LONGEST FLOWPATH FROM NODE 820.00 TO NODE 822.00 = 304.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 6.10
EFFECTIVE AREA(ACRES) = 1.00 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 4.41
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

2 5933
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 831-835 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P8CC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 831.00 TO NODE 831.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00
USER SPECIFIED Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.99
TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.99
**************************************************************************** FLOW PROCESS FROM NODE 831.00 TO NODE 832.00 IS CODE = 31 1 5934
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 906.17 DOWNSTREAM(FEET) = 905.84 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.96
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.99
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 5.37
LONGEST FLOWPATH FROM NODE 831.00 TO NODE 832.00 = 102.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 832.00 TO NODE 832.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.318
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.90
EFFECTIVE AREA(ACRES) = 0.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.85
**************************************************************************** FLOW PROCESS FROM NODE 832.00 TO NODE 833.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.84 DOWNSTREAM(FEET) = 905.28 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.85
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.85
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 5.86
LONGEST FLOWPATH FROM NODE 831.00 TO NODE 833.00 = 214.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 833.00 TO NODE 833.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.86
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.049
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.80
EFFECTIVE AREA(ACRES) = 1.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 4.51
**************************************************************************** FLOW PROCESS FROM NODE 833.00 TO NODE 834.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 905.28 DOWNSTREAM(FEET) = 904.72 2 5935
FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.32
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.51
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 6.29
LONGEST FLOWPATH FROM NODE 831.00 TO NODE 834.00 = 326.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 834.00 TO NODE 834.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.838
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.73
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 6.04
**************************************************************************** FLOW PROCESS FROM NODE 834.00 TO NODE 835.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.72 DOWNSTREAM(FEET) = 904.60 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.58
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.04
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.38
LONGEST FLOWPATH FROM NODE 831.00 TO NODE 835.00 = 350.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.4 TC(MIN.) = 6.38
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 6.04
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

3 5936
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 841-845 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P8DC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 840.00 TO NODE 841.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00
USER SPECIFIED Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.98
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.98
**************************************************************************** FLOW PROCESS FROM NODE 841.00 TO NODE 842.00 IS CODE = 31 1 5937
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 904.21 DOWNSTREAM(FEET) = 903.60 FLOW LENGTH(FEET) = 121.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.49
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.98
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 5.58
LONGEST FLOWPATH FROM NODE 840.00 TO NODE 842.00 = 157.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 842.00 TO NODE 842.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.199
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.86
EFFECTIVE AREA(ACRES) = 0.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.71
**************************************************************************** FLOW PROCESS FROM NODE 842.00 TO NODE 843.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.60 DOWNSTREAM(FEET) = 903.04 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.06
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.71
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 6.04
LONGEST FLOWPATH FROM NODE 840.00 TO NODE 843.00 = 269.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 843.00 TO NODE 843.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.04
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.958
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.77
EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 5.31
**************************************************************************** FLOW PROCESS FROM NODE 843.00 TO NODE 844.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 903.04 DOWNSTREAM(FEET) = 902.48 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
2 5938
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.31
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.45
LONGEST FLOWPATH FROM NODE 840.00 TO NODE 844.00 = 381.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 844.00 TO NODE 844.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.45
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.763
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.70
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 6.80
**************************************************************************** FLOW PROCESS FROM NODE 844.00 TO NODE 845.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 902.48 DOWNSTREAM(FEET) = 902.34 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.66
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.80
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.55
LONGEST FLOWPATH FROM NODE 840.00 TO NODE 845.00 = 409.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 6.55
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 6.80
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

3 5939
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 851-855 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P8EC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 851.00 TO NODE 851.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00
USER SPECIFIED Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.98
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.98
**************************************************************************** FLOW PROCESS FROM NODE 851.00 TO NODE 852.00 IS CODE = 31 1 5940
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.96 DOWNSTREAM(FEET) = 901.36 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.48
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.98
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 5.57
LONGEST FLOWPATH FROM NODE 851.00 TO NODE 852.00 = 156.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 852.00 TO NODE 852.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.57
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.201
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.86
EFFECTIVE AREA(ACRES) = 0.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.71
**************************************************************************** FLOW PROCESS FROM NODE 852.00 TO NODE 853.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 901.36 DOWNSTREAM(FEET) = 900.80 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.06
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.71
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 6.03
LONGEST FLOWPATH FROM NODE 851.00 TO NODE 853.00 = 268.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 853.00 TO NODE 853.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.03
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.960
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.77
EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 5.31
**************************************************************************** FLOW PROCESS FROM NODE 853.00 TO NODE 854.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 900.80 DOWNSTREAM(FEET) = 900.24 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
2 5941
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.31
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.45
LONGEST FLOWPATH FROM NODE 851.00 TO NODE 854.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 854.00 TO NODE 854.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.45
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.765
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.70
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 6.80
**************************************************************************** FLOW PROCESS FROM NODE 854.00 TO NODE 855.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 900.24 DOWNSTREAM(FEET) = 900.04 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.80
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.60
LONGEST FLOWPATH FROM NODE 851.00 TO NODE 855.00 = 421.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 6.60
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 6.80
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

3 5942
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 8 - NODES 861-865 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P8FC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 861.00 TO NODE 861.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00
USER SPECIFIED Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.98
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.98
**************************************************************************** FLOW PROCESS FROM NODE 861.00 TO NODE 862.00 IS CODE = 31 1 5943
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 899.71 DOWNSTREAM(FEET) = 899.12 FLOW LENGTH(FEET) = 119.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.47
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.98
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 5.57
LONGEST FLOWPATH FROM NODE 861.00 TO NODE 862.00 = 155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 862.00 TO NODE 862.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.57
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.202
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.86
EFFECTIVE AREA(ACRES) = 0.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.72
**************************************************************************** FLOW PROCESS FROM NODE 862.00 TO NODE 863.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 899.12 DOWNSTREAM(FEET) = 898.56 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.06
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.72
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 6.03
LONGEST FLOWPATH FROM NODE 861.00 TO NODE 863.00 = 267.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 863.00 TO NODE 863.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.03
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.961
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.40 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.77
EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 5.31
**************************************************************************** FLOW PROCESS FROM NODE 863.00 TO NODE 864.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 898.56 DOWNSTREAM(FEET) = 898.02 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013
2 5944
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.49
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.31
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 6.43
LONGEST FLOWPATH FROM NODE 861.00 TO NODE 864.00 = 374.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 864.00 TO NODE 864.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.43
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.775
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.20 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.85
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 5.96
**************************************************************************** FLOW PROCESS FROM NODE 864.00 TO NODE 865.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 898.02 DOWNSTREAM(FEET) = 897.88 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.57
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.96
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.53
LONGEST FLOWPATH FROM NODE 861.00 TO NODE 865.00 = 402.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.4 TC(MIN.) = 6.53
EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 5.96
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

3 5945
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 9 - NODES 900-902 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P9AC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 900.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 361.00
ELEVATION DATA: UPSTREAM(FEET) = 905.34 DOWNSTREAM(FEET) = 900.69 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.654
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.300
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.00 0.42 0.100 76 7.65
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 7.66
TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 7.66
1 5946
**************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 896.69 DOWNSTREAM(FEET) = 896.46 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.66
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.81
LONGEST FLOWPATH FROM NODE 900.00 TO NODE 902.00 = 406.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.0 TC(MIN.) = 7.81
EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 7.66
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

2 5947
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 9 - NODES 910-920 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P9BC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 910.00 TO NODE 911.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00
ELEVATION DATA: UPSTREAM(FEET) = 906.22 DOWNSTREAM(FEET) = 903.18 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.039
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.175
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.20 0.42 0.100 76 8.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 8.18
TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 8.18
1 5948
**************************************************************************** FLOW PROCESS FROM NODE 911.00 TO NODE 912.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 899.18 DOWNSTREAM(FEET) = 898.58 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.18
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.44
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 912.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 912.00 TO NODE 912.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.44
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.055
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.61
EFFECTIVE AREA(ACRES) = 3.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 11.56
**************************************************************************** FLOW PROCESS FROM NODE 912.00 TO NODE 913.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 898.58 DOWNSTREAM(FEET) = 897.98 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.43
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.56
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 8.81
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 913.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 913.00 TO NODE 913.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.81
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.952
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.52
EFFECTIVE AREA(ACRES) = 4.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 14.78
**************************************************************************** FLOW PROCESS FROM NODE 913.00 TO NODE 914.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 2 5949
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 897.98 DOWNSTREAM(FEET) = 897.29 FLOW LENGTH(FEET) = 138.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.65
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.78
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 9.22
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 914.00 = 718.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 914.00 TO NODE 914.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.22
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.847
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.42
EFFECTIVE AREA(ACRES) = 5.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 17.80
**************************************************************************** FLOW PROCESS FROM NODE 914.00 TO NODE 915.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 897.29 DOWNSTREAM(FEET) = 896.69 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.01
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.80
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 9.55
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 915.00 = 838.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 915.00 TO NODE 915.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.55
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.766
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 5.03
EFFECTIVE AREA(ACRES) = 6.70 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.7 PEAK FLOW RATE(CFS) = 22.45
**************************************************************************** FLOW PROCESS FROM NODE 915.00 TO NODE 916.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 896.69 DOWNSTREAM(FEET) = 896.09 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.39
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 3 5950
PIPE-FLOW(CFS) = 22.45
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.86
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 916.00 = 958.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 916.00 TO NODE 916.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.86
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.693
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.29
EFFECTIVE AREA(ACRES) = 7.70 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.7 PEAK FLOW RATE(CFS) = 25.30
**************************************************************************** FLOW PROCESS FROM NODE 916.00 TO NODE 917.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 896.09 DOWNSTREAM(FEET) = 895.49 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.51
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.30
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 10.17
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 917.00 = 1078.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 917.00 TO NODE 917.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.17
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.626
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.00 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.23
EFFECTIVE AREA(ACRES) = 8.70 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 28.06
**************************************************************************** FLOW PROCESS FROM NODE 917.00 TO NODE 918.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 895.49 DOWNSTREAM(FEET) = 894.90 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.06
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.47
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 918.00 = 1196.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 918.00 TO NODE 918.00 IS CODE = 81 4 5951
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.564
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.10 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.66
EFFECTIVE AREA(ACRES) = 10.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 34.23
**************************************************************************** FLOW PROCESS FROM NODE 918.00 TO NODE 919.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 894.90 DOWNSTREAM(FEET) = 891.84 FLOW LENGTH(FEET) = 611.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.98
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.23
PIPE TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 11.93
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 919.00 = 1807.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 919.00 TO NODE 919.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.93
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.295
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.70 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.05
EFFECTIVE AREA(ACRES) = 11.50 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.5 PEAK FLOW RATE(CFS) = 34.23
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 919.00 TO NODE 920.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 891.84 DOWNSTREAM(FEET) = 891.51 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.93
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.23
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 12.09
LONGEST FLOWPATH FROM NODE 910.00 TO NODE 920.00 = 1874.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 11.5 TC(MIN.) = 12.09
EFFECTIVE AREA(ACRES) = 11.50 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 34.23
============================================================================ ============================================================================ 5 5952

END OF RATIONAL METHOD ANALYSIS

6 5953
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * CALIFORNIA LOGISTIC CENTER - ONTARIO *
* PROPOSED CONDITION - BUILDING 9 - NODES 931-943 *
* HYDROLOGIC ANALYSIS - 100-YEAR *
************************************************************************** FILE NAME: 4005P9CC.DAT
TIME/DATE OF STUDY: 16:00 12/21/2021
============================================================================ 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 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2500
*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 931.00 TO NODE 931.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 67.00
USER SPECIFIED Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.30 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.49
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.49
**************************************************************************** FLOW PROCESS FROM NODE 931.00 TO NODE 932.00 IS CODE = 31 1 5954
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 898.27 DOWNSTREAM(FEET) = 897.94 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.28
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.49
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 5.34
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 932.00 = 133.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 932.00 TO NODE 932.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.34
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.339
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.38
EFFECTIVE AREA(ACRES) = 0.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.81
**************************************************************************** FLOW PROCESS FROM NODE 932.00 TO NODE 933.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 897.94 DOWNSTREAM(FEET) = 897.38 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.08
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.81
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 5.79
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 933.00 = 245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 933.00 TO NODE 933.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.79
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.082
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.27
EFFECTIVE AREA(ACRES) = 1.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 5.90
**************************************************************************** FLOW PROCESS FROM NODE 933.00 TO NODE 934.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 897.38 DOWNSTREAM(FEET) = 896.82 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
2 5955
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.57
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.90
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 6.20
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 934.00 = 357.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 934.00 TO NODE 934.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.20
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.878
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.18
EFFECTIVE AREA(ACRES) = 1.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 7.83
**************************************************************************** FLOW PROCESS FROM NODE 934.00 TO NODE 935.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 896.82 DOWNSTREAM(FEET) = 896.26 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.94
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.83
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 6.58
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 935.00 = 469.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 935.00 TO NODE 935.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.708
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.10
EFFECTIVE AREA(ACRES) = 2.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 9.66
**************************************************************************** FLOW PROCESS FROM NODE 935.00 TO NODE 936.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 896.26 DOWNSTREAM(FEET) = 895.70 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.13
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.66
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 6.94
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 936.00 = 581.00 FEET. 3 5956
**************************************************************************** FLOW PROCESS FROM NODE 936.00 TO NODE 936.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.94
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.558
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.03
EFFECTIVE AREA(ACRES) = 2.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 11.38
**************************************************************************** FLOW PROCESS FROM NODE 936.00 TO NODE 937.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 895.70 DOWNSTREAM(FEET) = 895.14 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.42
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.38
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.29
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 937.00 = 693.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 937.00 TO NODE 937.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.428
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.97
EFFECTIVE AREA(ACRES) = 3.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 13.03
**************************************************************************** FLOW PROCESS FROM NODE 937.00 TO NODE 938.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 895.14 DOWNSTREAM(FEET) = 894.58 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.03
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.63
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 938.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 938.00 TO NODE 938.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 4 5957
MAINLINE Tc(MIN.) = 7.63
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.310
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.92
EFFECTIVE AREA(ACRES) = 3.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 14.59
**************************************************************************** FLOW PROCESS FROM NODE 938.00 TO NODE 939.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 894.58 DOWNSTREAM(FEET) = 894.02 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.64
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.59
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 7.96
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 939.00 = 917.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 939.00 TO NODE 939.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.201
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.87
EFFECTIVE AREA(ACRES) = 4.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 16.10
**************************************************************************** FLOW PROCESS FROM NODE 939.00 TO NODE 940.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 894.02 DOWNSTREAM(FEET) = 893.46 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.10
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 8.27
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 940.00 = 1029.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 940.00 TO NODE 940.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.27
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.104
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
5 5958
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.83
EFFECTIVE AREA(ACRES) = 4.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 17.55
**************************************************************************** FLOW PROCESS FROM NODE 940.00 TO NODE 941.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 893.46 DOWNSTREAM(FEET) = 892.90 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.99
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.55
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.58
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 941.00 = 1141.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 941.00 TO NODE 941.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.014
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.79
EFFECTIVE AREA(ACRES) = 5.30 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) = 18.95
**************************************************************************** FLOW PROCESS FROM NODE 941.00 TO NODE 942.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 892.90 DOWNSTREAM(FEET) = 892.34 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.06
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.95
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.89
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 942.00 = 1253.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 942.00 TO NODE 942.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.89
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.930
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.50 0.42 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.75
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 20.29
6 5959
**************************************************************************** FLOW PROCESS FROM NODE 942.00 TO NODE 943.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 892.34 DOWNSTREAM(FEET) = 891.50 FLOW LENGTH(FEET) = 169.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.09
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.29
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 9.35
LONGEST FLOWPATH FROM NODE 931.00 TO NODE 943.00 = 1422.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 5.8 TC(MIN.) = 9.35
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 20.29
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

7 5960

APPENDIX C

HYDROLOGY MAPS
5961
5962
5963
5964
5965
Thienes Engineering, Inc.

CIVIL ENGINEERING LAND SURVEYING

PRELIMINARY

WATER QUALITY MANAGEMENT PLAN
(WQMP)
FOR:

CALIFORNIA LOGISTIC CENTER

ONTARIO INTERNATIONAL AIRPORT
ONTARIO, CA 91761
APNS: 0211-222-47, 48, 52, 53, 54, 55 and 56 & 0211-232-04, 05, 06, 07, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 44, 45, and 46
ONTARIO LAND DEVELOPMENT FILE NO. PDEV21-XXX
PREPARED FOR:

MCDONALD PROPERTY GROUP
1140 N. COAST HIGHWAY
LAGUNA BEACH, CA 92651
PHONE: (949) 655-8227
CONTACT: BRUCE MCDONALD
DECEMBER 20, 2021
JOB NO. 4005
PREPARED BY:

THIENES ENGINEERING
14349 FIRESTONE BLVD.

LA MIRADA, CALIFORNIA 90638
PHONE: (714) 521-4811
FAX: (714) 521-4173
CONTACT: MIRA BOGDANOVA ([email protected])
5966

PRELIMINARY

WATER QUALITY MANAGEMENT PLAN
(WQMP)

FOR

“CALIFORNIA LOGISTIC CENTER AT
ONTARIO INTERNATIONAL AIRPORT”

PREPARED BY MIRA BOGDANOVA
UNDER THE SUPERVISION OF:
12/20/2021

REINHARD STENZEL DATE
R.C.E. 56155
EXP. 12/31/2022
5967
1 Preliminary Water Quality Management Plan
(PWQMP)
For compliance with Santa Ana Regional Water Quality Control Board Order Number R8-2010-0036 (NPDES Permit No. CAS618036)
Project Name: California Logistic Center
Ontario Project #: PDEV21-XXX
Applicant Name: McDonald Property Group
Applicant Address: 1140 N. Coast Highway, Laguna Beach, CA 92651 Project Address: Ontario International Airport, Ontario, CA 91761 Project Size (acres): 186.95 Acres
Project Description: Light Industrial
1st Submittal Date: 12/20/2021
5968
2 Preliminary Water Quality Management Plan (PWQMP)

1. Introduction
The Preliminary Water Quality Management Plan (PWQMP) is a planning tool to improve integration of required water quality elements, stormwater management, water conservation, rainwater harvesting and re-use, and flood management in land use planning and the City’s development process. The Preliminary WQMP will assist project applicants and planners in properly designing and laying out project sites so that water quality may be incorporated in the most effective manner and at the lowest cost for the developer.

The San Bernardino County Municipal Separate Storm Sewer System Permit (MS4 Permit) requires project-specific Water Quality Management plans (WQMP) to be prepared for all priority new development and significant redevelopment projects listed in Section 2 of this document. The MS4 Permit stipulates that the City of Ontario require priority project applicants to submit a Preliminary project-specific WQMP, as early as possible, during the environmental review or planning phase of a development project and that the Preliminary WQMP be approved prior to the issuance of land use entitlement.

2. Priority Projects (requiring a Preliminary WQMP)
Land Use entitlement shall not be issued for any of the listed projects, below, until a Preliminary WQMP has been approved by the City’s Engineering Department. For construction projects not going through entitlement, a Preliminary and Final project specific WQMP shall be approved, prior to the issuance of construction permits:

Check the appropriate project category below, for this project:

Check
below
Project Categories

1. All significant re-development projects. Significant re-development is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site subject to discretionary approval of the Permittee. Redevelopment does not include routine maintenance activities that are conducted to maintain original line and grade, hydraulic capacity, original purpose of the facility, or emergency redevelopment activity required to protect public health and safety. Where redevelopment results in an increase of less than fifty percent of the impervious surfaces of a previously existing developed site, and the existing development was not subject to WQMP requirements, the numeric sizing criteria discussed below applies only to the addition or replacement, and not to the entire developed site. Where redevelopment results in an increase of fifty percent or more of the impervious surfaces of a previously existing developed site, the numeric sizing criteria applies to the entire development (new and existing).

2. New development projects that create 10,000 square feet or more of impervious surface (collectively over the entire project site) including commercial, industrial, residential housing subdivisions (i.e., detached single family home subdivisions, multi-family attached subdivisions or townhomes, condominiums, apartments, etc.), mixed-use, and public projects. This category includes development projects on public and private land, which fall under the planning and building authority of the permitting agency. 5969
3 Check
below
Project Categories

3. Automotive repair shops (with SIC codes 5013, 5014, 5541, 7532- 7534, 7536-7539).

4. Restaurants and Food Service Establishments where the land area of development is 5,000 square feet or more.

5. Developments of 2,500 square feet of impervious surface or more adjacent to (within 200 feet) or discharging directly into environmentally sensitive areas (ESA’s) such as areas designated in the Ocean Plan as areas of special biological significance or waterbodies listed on the CWA Section 303(d) list of impaired waters.

6. Parking lots of 5,000 square feet or more exposed to storm water. Parking lot is defined as land area or facility for the temporary storage of motor vehicles.

7. Retail Gasoline Outlets (RGOs) that are either 5,000 sq ft or more or have a projected average daily traffic of 100 or more vehicles per day.

8. *This project is not covered under any of the categories listed above. * If the development is not covered under any of the project categories listed in Section 2, the project is not required to design and install Site Design/LID BMPs or Treatment Control BMPs to treat the design storm event (Design Capture Volume) described in Section 4.

3. Preliminary WQMP Objectives
Through a combination of Site Design/LID BMPs (where feasible), Source Control, and/or Treatment Control BMPs, project-specific WQMPs shall address all identified pollutants and hydrologic conditions of concern from new development and significant re-development projects for the categories of projects (priority projects) listed in Section 2. Under each type of BMP, listed below, please indicate which BMPs are planned to be implemented and included in the Final WQMP for the project:

A. Site Design/LID (Low Impact Design) for Reducing Stormwater Runoff:

The MS4 Permit requires each priority development project to infiltrate, harvest and use, evapotranspire, or bio-treat the runoff from a 2-yr, 24-hour storm event (Design Capture Volume). If site conditions do not permit infiltration, harvest and use, evapotranspiration, and/or bio-treatment of the entire Design Capture Volume, at the project site, Site Design/LID techniques are required to be implemented to the Maximum Extent Practicable, at the project site, and the remainder of the DCV shall be infiltrated, harvested, bio-treated or treated by alternative measures. Project applicants shall submit a Preliminary WQMP that documents the LID/Site Design BMPs, proposed for the project. Please indicate, in the table below, which Site Design/LID BMPs will be utilized on this project to accomplish this requirement:

5970
4 Site Design/LID Practice Planned Not
Planned
Provide at least the minimum effective area required for LID BMPs, to comply with the WQMP (see Table 3-1 below). X
1 Grade parking lot areas/drive aisles/roof drains to sheet flow runoff into landscaped swales, via curb cuts or zero-face curbs or otherwise disconnect direct drainage from MS4.

X
1 Design landscaped areas as swales and grade to accept runoff from building roofs, parking lots and project roadways. X 1 Install surface retention basins or infiltration trenches to receive impervious area runoff. X
2 Install pervious pavement in parking stalls, alleys, driveways, gutters, walkways, trails or patios.

X
2 Install underground stormwater retention chambers where downstream landscaped areas are limited.

X
Install approved Stormwater Drywells in detention areas. X 2 Construct streets, sidewalks, and parking lot stalls to the minimum widths necessary. X
Install on-site Biotreatment basins/trenches with underdrains, where soil type is poorly draining.

X
2 Install “Engineered Soil” to increase uptake/soil storage capacity and/or evapotranspiration. X
2 Install Rainwater Harvesting/Use Equipment. X
3 Regional LID BMP facilities are installed, off-site, with the capacity and conveyances to accept post-development storm water runoff from this project and reserved capacity allocation credits have been assigned to the project, in a Certificate or other legally binding document, attached herein
X
2 1 Project capable of treating the full DCV onsite and not required to demonstrate this site design. 2 The site will be captured and treated by the proposed underground infiltration facilities. 3 Concept not utilized because the impervious area is much greater than landscape. 5971
5 Table 3-1 Minimum Effective Area1
Required for LID BMPs (surface + subsurface facilities) for Project WQMP to Demonstrate Infeasibility2
(% of site)
Project Type New
Development
ReDevelopment
SF/MF Residential < 7 du/ac 10% 5%
SF/MF Residential < 7 - 18 du/ac 7% 3.5%
SF/MF Residential > 18 du/ac 5% 2.5%
Mixed Use, Commercial/Industrial w/FAR< 1.0 10% 5%
Mixed Use, Commercial/Industrial w/FAR 1.0-2.0 7% 3.5%
Mixed Use, Commercial/Industrial w/FAR> 2.0 5% 2.5%
Podium (parking under > 75% of project) 3% 1.5%
Zoning allowing development to property lines 2% 1%
Transit Oriented Development3 5% 2.5%
Parking 5% 2.5%
1 “Effective area” is defined as land area which 1) is suitable for a retention/infiltration BMP (based on infeasibility criteria) and 2) is located down-gradient from building roof or paved areas, so that it may receive gravity flow runoff.
2 Criteria only required if the project WQMP seeks to demonstrate that the full DCV cannot be feasibly managed on-site.
3 Transit oriented development is defined as a project with development center within one half mile of a mass transit center.

Key: du/ac = dwelling units/acre, FAR = Floor Area Ratio = ratio of gross floor area of building to gross lot area, MF = Multi Family, SF = Single Family B. Source Control BMPs – The following BMPs are designed to control stormwater pollutants and runoff water at the location where it is generated. Please indicate which of the listed BMPs are planned to be implemented for the project:

Source Control BMPs Planned Not
Planned
Minimize non-stormwater site runoff through efficient
irrigation system design and controllers. X
Minimize trash and debris in storm runoff through a regular parking lot, storage yard and roadway sweeping program. X Provide proper covers/roofs and secondary containment for outside material storage & work areas. X
1 Provide solid roofs over all trash enclosures. X
Site Owner(s)/Property Manager/HOA or POA will be
familiar with the project WQMP and stormwater BMPs. X
Owner or HOA or POA to provide Education/Training of site occupants and employees on stormwater BMPs. X
Install stormwater placards/stenciled messages with a “No Dumping” message on all on-site/off-site storm drain inlets. X Provide contained equipment/vehicle wash rack areas that discharge to sanitary sewer. X
2 1
Not applicable. No outside material storage or work areas. Secondary containment not needed. 2 Not applicable, no vehicle wash areas.
5972
6 C. Treatment Control BMPs – The following BMPs are designed to control stormwater pollutants where it is not feasible to install on-site or off-site Site Design/LID BMPs, with the requisite capacity to treat the Design Capture Volume for identified Pollutants of Concern or where pretreatment of stormwater runoff is required, ahead of infiltration BMPs. Please indicate which of the listed BMPs are planned to be implemented for the project:

Treatment Control BMP Planned Not
Planned
Gravity Separator devices for pretreatment of sediment, trash/litter or Oil & Grease X
Proprietary Biofiltration vaults/devices X
Media Cartridge Filtration Vaults X
Proprietary Filter Inserts for on-site storm drain inlets or retention basin/trench overflow drains X

4. Volume-based calculation (approximate) for sizing on-site or off-site Stormwater Retention/Infiltration, Harvest & Re-Use or Biotreatment facilities 1) After calculating the “Watershed Imperviousness Ratio”, i, which is equal to the percent of impervious area in each Drainage Management Area, divided by 100, calculate the composite runoff coefficient CBMP for the Drainage Area above using the following equation:

CBMP = 0.858i
3 – 0.78i
2 + 0.774i + 0.04
where: CBMP = composite runoff coefficient; and,
i = watershed imperviousness ratio.
3) Determine the area-averaged “6-hour Mean Storm Rainfall”, P6, for the Drainage Area.

This is calculated by multiplying the area averaged 2-year 1-hour value (0.5”-0.6”) by the appropriate regression coefficient (1.4807). The 2-yr, 1-hr value for southern Ontario is approximately to 0.5” (P6 = 0.5*1.4807 = 0.74 and northern Ontario is approximately 0.6” in/hr (P6 = 0.6*1.4807 = 0.89).
4) Determine the appropriate drawdown time. Use the regression constant a = 1.582 for 24 hours and a = 1.963 for 48 hours. Note: Regression constants are provided for both 24 hour and 48-hour drawdown times; however, 48-hour drawdown times should be used in most areas of California. Drawdown times in excess of 48 hours should be used with caution as vector breeding can be a problem after water has stood in excess of 72 hours. (Use of the 24-hour drawdown time should be limited to drainage areas with coarse soils (Class ‘A’ soils that readily drain.) 5) Calculate the “Maximized Detention Volume”, P0, using the following equation:

P0 = a · CBMP · P6
where: P0 = Maximized Detention Volume, in inches
5973
7 a = 1.582 for 24 hour and a = 1.963 for 48-hour drawdown, CBMP = composite runoff coefficient; and,
P6 = 6-hour Mean Storm Rainfall, in inches
6) Calculate the “Target Capture Volume”, V0, using the following equation:

V0 = (P0 · A) / 12
where: V0 = Target Capture Volume, in acre-feet
P0 = Maximized Detention Volume, in inches; and,
A = BMP Drainage Area, in acres
Project Volume-based calculation (approximate) for planned on-site or off-site Stormwater Retention/Infiltration, Harvest & Re-Use or Biotreatment facilities:

Variable Factor/Formula DA 1-A DA 2-A DA 3-A DA 4-A
Impervious
surface/total
surface, ratio
(i)

0.95 0.95 0.95 0.95
CBMP= runoff
coefficient 0.858i
3 –0.78i
2 +0.774i+

0.04 0.807 0.807 0.807 0.807
P6 **P6 = 2-yr,1-hr
depth*1.4807 = 0.841 0.841 0.841 0.841
Detention Volume
(acre inches)
P0 = a * CBMP * P6 = 1.33 1.33 1.33 1.33
Drawdown rate of
basin/trench (a)

1.963 for 48-hr
drawdown = 1.963 1.963 1.963 1.963
Project Total Area
(acre)
(A) 25.80 48.40 14.35 10.00
Design Capture
Volume in cu. ft.

V0 = [(P0 * A)/12]
*43560 = 124,774 234,072 69,399 48,362
Runoff Volume
infiltrated in first
3 hours of storm
(not applicable for
underground systems)
Vol= in/hr/12 x ft2 of
infiltration area x 3 hrs
n/a n/a n/a n/a
Retention Volume
provided in cubic
feet.
*Retention capacity of
basins, trenches,
underground storage
or biotreatment basin
124,907 234,125 69,445 48,540

5974
8 Variable Factor/Formula DA 5-A DA 6-A DA 7-A DA 8-A
Impervious
surface/total
surface, ratio
(i)

0.95 0.95 0.95 0.95
CBMP= runoff
coefficient 0.858i
3 –0.78i
2 +0.774i+

0.04 0.807 0.807 0.807 0.807
P6 **P6 = 2-yr,1-hr
depth*1.4807 = 0.841 0.841 0.841 0.841
Detention Volume
(acre inches)
P0 = a * CBMP * P6 = 1.33 1.33 1.33 1.33
Drawdown rate of
basin/trench (a)

1.963 for 48-hr
drawdown = 1.963 1.963 1.963 1.963
Project Total Area
(acre)
(A) 17.90 18.65 8.80 23.25
Design Capture
Volume in cu. ft.

V0 = [(P0 * A)/12]
*43560 = 86,568 90,195 42,559 112,442
Runoff Volume
infiltrated in first
3 hours of storm
(not applicable for
underground systems)
Vol= in/hr/12 x ft2 of
infiltration area x 3 hrs
n/a n/a n/a n/a
Retention Volume
provided in cubic
feet.
*Retention capacity of
basins, trenches,
underground storage
or biotreatment basin
86,816 90,530 42,723 112,574

5975
9 Variable Factor/Formula DA 9-A
Impervious
surface/total
surface, ratio
(i)

0.95 CBMP= runoff
coefficient 0.858i
3 –0.78i
2 +0.774i+

0.04 0.807
P6 **P6 = 2-yr,1-hr
depth*1.4807 = 0.841
Detention Volume
(acre inches)
P0 = a * CBMP * P6 = 1.33
Drawdown rate of
basin/trench (a)

1.963 for 48-hr
drawdown = 1.963
Project Total Area
(acre)
(A) 19.80
Design Capture
Volume in cu. ft.

V0 = [(P0 * A)/12]
*43560 = 95,757
Runoff Volume
infiltrated in first
3 hours of storm
(not applicable for
underground systems)
Vol= in/hr/12 x ft2 of
infiltration area x 3 hrs
n/a
Retention Volume
provided in cubic
feet.
*Retention capacity of
basins, trenches,
underground storage
or biotreatment basin
96,094
*Volume retained utilizing an underground infiltration facility. Refer to the DCV Calculations section for calculations.
**For P6 value, use site coordinates and NOAA website to determine project’s average 2-yr, 1-hr rainfall depth, at: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html .

5. Flow-Based calculation (approximate) for sizing on-site or off-site Biotreatment facilities and proprietary treatment technology BMPs:
1) After calculating the “Watershed Imperviousness Ratio”, i, which is equal to the percent of impervious area in each Drainage Management Area divided by 100, calculate the composite runoff coefficient CBMP for the Drainage Area above using the following equation:

CBMP = 0.858i
3 – 0.78i
2 + 0.774i + 0.04
where: CBMP = composite runoff coefficient; and,
i = watershed imperviousness ratio.
2) Determine BMP design rainfall intensity, IBMP, using the project site geo-coordinates and the NOAA website to determine project’s average 2-yr, 1-hr rainfall intensity, at:
5976
10 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html .Multiply this value by 0.2787 (regression coefficient for Ontario) and a minimum safety factor of 2. 4) Calculate the target BMP flowrate, Q, using the following formula (for each DMA <50 acres*):

Q = CBMP · IBMP · A
Where: Q = flow in cfs (Cubic feet per second)
IBMP = BMP design rainfall intensity, in/hr
A = Drainage Area in acres
*For DMAs >50 acres, with CBMP <0.5, the project applicant shall use the unit hydrograph method specified in the San Bernardino County Hydrology Manual, using the design storm pattern with rainfall return frequency such that the peak 1-hr rainfall intensity equals the 85th percentile 1-hr rainfall, multiplied by 2.

Project Flow-based calculation (approximate) for planned on-site or off-site flow-based Biotreatment facilities or Stormwater Treatment BMPs:

Variable Factor/Formula DA 1-A DA 2-A DA 3-A DA 4-A
Impervious surface/
total surface, ratio
(i) 0.95 0.95 0.95 0.95
CBMP= composite
runoff coefficient 0.858i
3 +0.78i
2 +0.774i
+0.04

0.81 0.81 0.81 0.81
IBMP IBMP = 2-yr,1-hr storm
intensity*0.2787*safety
factor

0.279 0.279 0.279 0.279
Drainage area (ac) A = DMA sq ft/43,560 25.80 48.40 14.35 10.00 Target BMP
flowrate
Q = CBPM* IBMP * A 6.59 12.37 3.67 2.55
Variable Factor/Formula DA 5-A DA 6-A DA 7-A DA 8-A
Impervious surface/
total surface, ratio
(i) 0.95 0.95 0.95 0.95
CBMP= composite
runoff coefficient 0.858i
3 +0.78i
2 +0.774i
+0.04

0.81 0.81 0.81 0.81
IBMP IBMP = 2-yr,1-hr storm
intensity*0.2787*safety
factor

0.279 0.279 0.279 0.279
Drainage area (ac) A = DMA sq ft/43,560 17.90 18.65 8.80 23.25 Target BMP
flowrate
Q = CBPM* IBMP * A 4.57 4.76 2.25 5.94

5977
11 Variable Factor/Formula DA 9-A
Impervious surface/
total surface, ratio
(i) 0.95
CBMP= composite
runoff coefficient 0.858i
3 +0.78i
2 +0.774i
+0.04

0.81 IBMP IBMP = 2-yr,1-hr storm
intensity*0.2787*safety
factor

0.279
Drainage area (ac) A = DMA sq ft/43,560 19.80
Target BMP
flowrate
Q = CBPM* IBMP * A 4.98

6. Hydrologic Conditions of Concern (HCOC) and use of the on-line San Bernardino County HCOC Map for determining necessary mitigation steps necessary if there are HCOCs downstream of a project:

Project applicants may access the on-line HCOC Map at:
http://permitrack.sbcounty.gov/WAP/. The map will indicate any hydrology concerns with downstream waterways that are hydraulically connected to the project and will indicate if there are any approved regional projects downstream that could be utilized for off-site mitigation of HCOCs. Please indicate here if the project will or will not be able to retain/infilter, harvest and use or biotreat and detain the DCV, on-site, as calculated in Section 4 and if there are HCOCs identified downstream of the project:

Retain or Harvest/Use the DCV on site? Yes X No
Biotreat the DCV but not infilter the runoff? Yes No X
HCOCs identified downstream of site? Yes No X
If the entire DCV will not be retained on site, the DCV is biotreated but not infiltered or additional detention capacity is needed to address identified HCOCs, downstream of the site, please list here, what additional mitigation measures will be utilized (on-site or off-site) to address HCOCs (see Section 4.2.1-4.2.3 of the SB County WQMP Technical Guidance):

HCOCs not applicable.

5978
12 7. Site Plan and Conceptual Grading/Drainage Plan requirements for submission with the Preliminary WQMP:

Provide a Site Plan and Conceptual Grading/Drainage Plan along with this Preliminary WQMP, which conceptually shows the proposed locations of buildings, homes, parking lots, parks, new paved roadways, landscaped areas, drainage patterns and drainage sub-areas, methods of conveyance, proposed retention/infiltration, harvest & use or biotreatment facilities that are planned for installation. Where it is determined to be infeasible to capture and detain design storm runoff volumes, on-site, please include other design features, as described in Section 3, above. Include numbered or lettered notes on the Site Plan with a legend detailing other BMPs, as described in Section 3.

8. BMP Maintenance and Funding Mechanism & Description:

Ownership of the project will be held with McDonald Property Group. Long term maintenance will be the responsibility of the owner. This includes BMP maintenance, catch basin inspection, storm drain maintenance (on-site), efficient irrigation and landscape maintenance, and etcetera until the property is sold or transferred.

9. Acknowledgment:

As the property owner or developer, I understand that this project is required to install and implement permanent LID Storm Water Best Management Practices pursuant to the requirements of the San Bernardino County MS4 Permit and to document those BMPs in the submittal of a Water Quality Management Plan, which is binding on any current or successive owners of this property.

10. Exemption Signature:

As the property owner or developer, I understand that this project is not required by the San Bernardino County MS4 Permit to install and implement permanent LID Storm Water Best Management Practices and will not be required to submit a Water Quality Management Plan.

Signature of Owner or Developer

Date
Yes X No
5979
H04
I
H02
A
U
H12
H09
III
V
H11
IV
H08
H07
X
H05
H03
H06
J
VII
F
H01
VI
VIII
B
E
W
H10
IX
XIII
II
G
C
H02B
H02A
II
H12
II
I 15
I 10
STATE HWY 60
I 215
STATE 91
STATE HWY 210
STATE HWY 71
I 10 - I 15
STATE HWY 259
STATE 91 I 15
STATE HWY 210
STATE HWY 60 STATE HWY 71
STATE HWY 71
Seven Oaks Dam, COE
San Antonio Basin #9
Seven Oaks Dam, COE
San Antonio Dam
Seven Oaks Dam, COE [DSOD]
Seven Oaks Dam, COE
Waterman Spreading Grounds
Seven Oaks Dam, COE
Wineville Basin
San Sevaine Basin #5 [DSOD]
Prado Dam
Twin Creek Spreading Grounds
Riverside Basin
Jurupa Basin [DSOD]
Waterman Basin #1
San Antonio Basin #5
San Antonio Basin #2
Cucamonga Basin #6
Plunge Creek Spreading Grounds
Victoria Basin
City Creek Spreading Grounds San Antonio Basin #8
Devil Basin #7
Rich Basin
Potato Creek Spreading Grounds
Patton Basin
Lytle Creek Gatehouse, COE
Cactus Basin #3b
Cactus Basin #5
Brooks Basin
8th Street Basin #1
Mojave River Forks Dam; COE [DSOD]
Linden Basin
Wiggins Basin #1
Ely Basin #2
Cactus Basin #2
Declez Basin [DSOD]
Turner Basin #1
Banana Basin
Day Creek Dam [DSOD]
Grove Avenue Basin
Etiwanda Conservation Basin
Bledsoe Basin
Montclair Basin #2
Sycamore Basin
Devil Basin #4
Church Street Basin
Lower Cucamonga Sprdg Grnds
Warm Creek Conservation Basin #4
Ranchero Basin
Montclair Basin #1
College Heights Basin #4
College Heights Basin #1
Bailey Basin
Montclair Basin #4
Mountain View Basin
Wilson Creek Basin #3
San Timoteo Sediment Basin #3
Hillside Basin, COE
Wildwood Basin #2
Demens Basin #2
Dynamite Basin
San Timoteo Sediment Basin #18
Sand Canyon Basin
San Timoteo Sediment Basin #13
Perris Hill Basin
13th Street Basin
Cook Canyon Basin
Deep Creek
Mill Creek
Cajon Creek Wash
Zanja Creek
Lytle Creek Wash
Santa Ana River
Sheep Creek
Oak Glen Creek
Mojave River
Cypress Channel
Sawpit Canyon
Horse Canyon
Live Oak Creek
Grout Creek
Yucaipa Creek
Horsethief Canyon
Seeley Creek
Cleghorn Canyon
Morrey Arroyo
Arrowbear Creek
Sand Canyon Creek
Sawpit Canyon
Legend
Regional Board Boundary
County Boundary
DrainageCourse
<all other values>
Hydromodification
EHM
Low
Medium
High
High (Default)
Government Land
State of California Land
United States of America Land
City Boundary
Freeways
Basins and Dams
HCOC Exempt Areas
None Exempt
HCOC Exempt
A
B
C
E
F
G
H01
H02
H02A
H02B
H03
H04
H05
H06
H07
H08
H09
H10
H11
H12
I
II
III
IV
IX
J
U
V
VI
VII
VIII
W
X
XIII
Figure F-1
5980
5981

DESIGN CAPTURE VOLUME (DCV)

BMP TYPE

PRETREATMENT CMP PERFORATED INFILTRATION
DA TOTAL AREA (AC) PERVIOUS AREA (AC) IMPERVIOUS AREA (AC) % PERVIOUS % IMPERVIOUS FLOWRATE REQUIRED (CFS) DCV (CF) DRAWDOWN TIME (HR) HYDRODYNAMI C SEPARATOR MODEL (75 microns) FLOWRATE PROVIDED (CFS) CMP DIAMETER (IN) LINEAR FOOTAGE (LF) RETENTION/ DETENTION VOLUME PROVIDED (CF) 1-A 25.80 1.29 24.51 5% 95% 6.59 124,774 48 96 INCH CMP (CMP#1-A) CDS5653-10 9.5 96 1,805 124,907 2-A 48.40 2.42 45.98 5% 95% 12.37 234,072 48 96 INCH CMP (CMP#2-A) CDS5668-10 12.9 96 3,387 234,1253-A 14.35 0.71 13.64 5% 95% 3.67 69,399 48 96 INCH CMP (CMP#3-A) CDS4040-8 4.1 96 1,009 69,4454-A 10.00 0.50 9.50 5% 95% 2.55 48,362 48 96 INCH CMP (CMP#4-A) CDS3035-6 2.6 96 708 48,5405-A 17.90 0.89 17.01 5% 95% 4.57 86,568 48 96 INCH CMP (CMP#5-A) CDS4045-8 5.1 96 1,257 86,8166-A 18.65 0.93 17.72 5% 95% 4.76 90,195 48 96 INCH CMP (CMP#6-A) CDS4045-8 5.1 96 1,309 90,5307-A 8.80 0.44 8.36 5% 95% 2.25 42,559 48 96 INCH CMP (CMP#7-A) CDS3035-6 2.6 96 621 42,7238-A 23.25 1.16 22.09 5% 95% 5.94 112,442 48 96 INCH CMP (CMP#8-A) CDS5640-10 6.1 96 1,628 112,5749-A 19.80 0.99 18.81 5% 95% 5.06 95,757 48 96 INCH CMP (CMP#9-A) CDS4045-8 5.1 96 1,390 96,094 TOTAL 186.95 9.33 177.62 --- --- 47.76 904,127 --- --- --- 53.1 13,114 905,754 5982
5983
5984
5985
5986
13 DCV CALCULATIONS
5987
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Data description
Data type: Precipitation depth  Units: English  Time series type: Partial duration  Select location
1) Manually:
a) By location (decimal degrees, use "-" for S and W): Latitude: 34.055241 Longitude: -117.56891 Submit b) By station (list of CA stations): Select station 
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Location information:

Name: Ontario, California, USA*
Latitude: 34.0552°
Longitude: -117.5689°
Elevation: 926.38 ft **
* Source: ESRI Maps
** Source: USGS
PF tabular PF graphical Supplementary information
PDS-based precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.109
(0.091-0.132)

0.146
(0.122-0.177)

0.192
(0.159-0.234)

0.228
(0.188-0.280)

0.275
(0.219-0.349)

0.309
(0.241-0.401)

0.343
(0.260-0.457)

0.377
(0.278-0.517)

0.421
(0.297-0.603)

0.454
(0.309-0.674)
10-min 0.157
(0.131-0.190)

0.209
(0.174-0.254)

0.275
(0.229-0.335)

0.327
(0.269-0.401)

0.394
(0.313-0.500)

0.443
(0.345-0.575)

0.492
(0.373-0.655)

0.540
(0.398-0.741)

0.604
(0.426-0.864)

0.651
(0.443-0.966)
15-min 0.189
(0.158-0.229)

0.253
(0.211-0.307)

0.333
(0.276-0.405)

0.395
(0.325-0.485)

0.476
(0.379-0.605)

0.536
(0.417-0.696)

0.595
(0.451-0.792)

0.654
(0.482-0.896)

0.730
(0.515-1.05)

0.787
(0.536-1.17)
30-min 0.288
(0.240-0.349)

0.386
(0.321-0.467)

0.507
(0.421-0.616)

0.602
(0.496-0.738)

0.725
(0.577-0.921)

0.816
(0.635-1.06)

0.906
(0.687-1.21)

0.995
(0.733-1.36)

1.11 (0.785-1.59)

1.20 (0.816-1.78)
60-min 0.425
(0.354-0.514)

0.568
(0.473-0.688)

0.746
(0.620-0.907)

0.886
(0.730-1.09)

1.07 (0.849-1.36)

1.20 (0.935-1.56)

1.33 (1.01-1.78)

1.47 (1.08-2.01)

1.64 (1.16-2.34)

1.77 (1.20-2.62)
2-hr 0.633
(0.528-0.766)

0.836
(0.696-1.01)

1.09 (0.903-1.32)

1.28 (1.06-1.57)

1.53 (1.22-1.95)

1.72 (1.34-2.23)

1.89 (1.44-2.52)

2.07 (1.52-2.83)

2.29 (1.62-3.28)

2.46 (1.68-3.65)
3-hr 0.794
(0.662-0.962)

1.04 (0.870-1.27)

1.35 (1.12-1.64)

1.59 (1.31-1.95)

1.89 (1.51-2.40)

2.12 (1.65-2.75)

2.33 (1.77-3.10)

2.54 (1.87-3.48)

2.81 (1.98-4.02)

3.01 (2.05-4.46)
6-hr 1.13
(0.939-1.36)

1.48 (1.23-1.79)

1.90 (1.58-2.32)

2.23 (1.84-2.74)

2.65 (2.11-3.37)

2.96 (2.30-3.84)

3.25 (2.47-4.33)

3.54 (2.61-4.85)

3.90 (2.75-5.58)

4.16 (2.84-6.18)
12-hr 1.47 1.93 2.50 2.94 3.49 3.89 4.28 4.66 5.13 5.48 NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: CA 

POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 6, Version 2
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1 PF Map: Contiguous US 9/3/2021
5988
(1.22-1.78) (1.61-2.34) (2.08-3.04) (2.42-3.60) (2.78-4.44) (3.03-5.05) (3.25-5.70) (3.43-6.38) (3.62-7.34) (3.73-8.12) 24-hr 1.95
(1.72-2.24)

2.59 (2.29-2.99)

3.39 (2.99-3.92)

4.00 (3.50-4.67)

4.79 (4.05-5.77)

5.36 (4.44-6.59)

5.91 (4.78-7.44)

6.44 (5.08-8.34)

7.13 (5.39-9.62)

7.63 (5.58-10.6)
2-day 2.34
(2.07-2.69)

3.17 (2.81-3.66)

4.23 (3.73-4.89)

5.05 (4.42-5.89)

6.12 (5.18-7.37)

6.90 (5.73-8.49)

7.67 (6.21-9.67)

8.44 (6.65-10.9)

9.42 (7.13-12.7)

10.2 (7.43-14.2)
3-day 2.52
(2.23-2.90)

3.47 (3.07-4.01)

4.69 (4.13-5.42)

5.65 (4.94-6.59)

6.91 (5.85-8.32)

7.85 (6.51-9.65)

8.77 (7.11-11.1)

9.70 (7.65-12.6)

10.9 (8.26-14.7)

11.8 (8.66-16.5)
4-day 2.73
(2.42-3.15)

3.81 (3.37-4.40)

5.19 (4.57-6.00)

6.28 (5.50-7.33)

7.73 (6.55-9.32)

8.82 (7.32-10.9)

9.90 (8.02-12.5)

11.0 (8.66-14.2)

12.4 (9.41-16.8)

13.5 (9.90-18.9)
7-day 3.18
(2.81-3.67)

4.50 (3.98-5.19)

6.20 (5.47-7.18)

7.58 (6.63-8.84)

9.42 (7.97-11.3)

10.8 (8.97-13.3)

12.2 (9.90-15.4)

13.7 (10.8-17.7)

15.6 (11.8-21.0)

17.0 (12.5-23.8)
10-day 3.42
(3.03-3.95)

4.88 (4.32-5.64)

6.79 (5.98-7.85)

8.33 (7.29-9.72)

10.4 (8.82-12.6)

12.0 (9.97-14.8)

13.6 (11.0-17.2)

15.3 (12.1-19.8)

17.6 (13.3-23.7)

19.3 (14.1-26.9)
20-day 4.06
(3.59-4.68)

5.86 (5.18-6.77)

8.27 (7.29-9.57)

10.3 (8.97-12.0)

13.0 (11.0-15.7)

15.2 (12.6-18.6)

17.4 (14.1-21.9)

19.7 (15.5-25.5)

22.9 (17.3-30.8)

25.4 (18.6-35.4)
30-day 4.79
(4.24-5.52)

6.92 (6.11-7.98)

9.79 (8.63-11.3)

12.2 (10.7-14.2)

15.6 (13.2-18.8)

18.2 (15.1-22.4)

21.0 (17.0-26.5)

23.9 (18.9-31.0)

28.0 (21.2-37.8)

31.3 (22.9-43.7)
45-day 5.78
(5.12-6.66)

8.26 (7.30-9.53)

11.7 (10.3-13.5)

14.5 (12.7-17.0)

18.6 (15.8-22.5)

21.9 (18.2-27.0)

25.4 (20.6-32.0)

29.1 (23.0-37.7)

34.4 (26.0-46.4)

38.6 (28.3-53.9)
60-day 6.77
(5.99-7.80)

9.53 (8.42-11.0)

13.4 (11.8-15.5)

16.6 (14.6-19.4)

21.4 (18.1-25.7)

25.2 (20.9-31.0)

29.3 (23.7-36.9)

33.7 (26.5-43.6)

40.0 (30.2-53.9)

45.1 (33.0-62.9)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAA Atlas 14 document for more information.

Estimates from the table in CSV format: Precipitation frequency estimates  Submit Main Link Categories: Home | OWP
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service Office of Water Prediction (OWP) 1325 East West Highway
Silver Spring, MD 20910
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Page last modified: April 21, 2017
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2 PF Map: Contiguous US 9/3/2021
5989
Worksheets from Orange County Technical Guidance Document (5-19-2011) See TGD for instructions and/or examples related to these worksheets www.ocwatersheds.com/WQMP.aspx
Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet DA 1-A
Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25 1 0.25
Predominant soil texture 0.25 1 0.25
Site soil variability 0.25 1 0.25
Depth to groundwater / impervious
layer 0.25 1 0.25
Suitability Assessment Safety Factor, SA = Σp 1.0
B Design
Tributary area size 0.25 3 0.75
Level of pretreatment/ expected
sediment loads 0.25 1 0.25
Redundancy 0.25 3 0.75
Compaction during construction 0.25 1 0.25
Design Safety Factor, SB = Σp 2.0
Combined Safety Factor, STOT= SA x SB 2.0
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)

6.3 Design Infiltration Rate, in/hr, KDESIGN = KM / STOT 3.15 Supporting Data
Briefly describe infiltration test and provide reference to test forms:

A site-specific infiltration test was conducted at the project site to support a minimum measured infiltration rate of 6.3 in/hr. The design infiltration rate will be 3.15 in/hr after applying the appropriate safety factors. This design rate is suitable for infiltration facilities.

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.
5990
Worksheets from Orange County Technical Guidance Document (5-19-2011) See TGD for instructions and/or examples related to these worksheets www.ocwatersheds.com/WQMP.aspx
Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet DA 2-A
Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25 1 0.25
Predominant soil texture 0.25 1 0.25
Site soil variability 0.25 1 0.25
Depth to groundwater / impervious
layer 0.25 1 0.25
Suitability Assessment Safety Factor, SA = Σp 1.0
B Design
Tributary area size 0.25 3 0.75
Level of pretreatment/ expected
sediment loads 0.25 1 0.25
Redundancy 0.25 3 0.75
Compaction during construction 0.25 1 0.25
Design Safety Factor, SB = Σp 2.0
Combined Safety Factor, STOT= SA x SB 2.0
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)

13.5 Design Infiltration Rate, in/hr, KDESIGN = KM / STOT 6.75 Supporting Data
Briefly describe infiltration test and provide reference to test forms:

A site-specific infiltration test was conducted at the project site to support a minimum measured infiltration rate of 13.5 in/hr. The design infiltration rate will be 6.75 in/hr after applying the appropriate safety factors. This design rate is suitable for infiltration facilities.

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.
5991
Worksheets from Orange County Technical Guidance Document (5-19-2011) See TGD for instructions and/or examples related to these worksheets www.ocwatersheds.com/WQMP.aspx
Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet DA 3-A
Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25 1 0.25
Predominant soil texture 0.25 1 0.25
Site soil variability 0.25 1 0.25
Depth to groundwater / impervious
layer 0.25 1 0.25
Suitability Assessment Safety Factor, SA = Σp 1.0
B Design
Tributary area size 0.25 3 0.75
Level of pretreatment/ expected
sediment loads 0.25 1 0.25
Redundancy 0.25 3 0.75
Compaction during construction 0.25 1 0.25
Design Safety Factor, SB = Σp 2.0
Combined Safety Factor, STOT= SA x SB 2.0
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)

13.5 Design Infiltration Rate, in/hr, KDESIGN = KM / STOT 6.75 Supporting Data
Briefly describe infiltration test and provide reference to test forms:

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.
5992
Worksheets from Orange County Technical Guidance Document (5-19-2011) See TGD for instructions and/or examples related to these worksheets www.ocwatersheds.com/WQMP.aspx
Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet DA 4-A
Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25 1 0.25
Predominant soil texture 0.25 1 0.25
Site soil variability 0.25 1 0.25
Depth to groundwater / impervious
layer 0.25 1 0.25
Suitability Assessment Safety Factor, SA = Σp 1.0
B Design
Tributary area size 0.25 3 0.75
Level of pretreatment/ expected
sediment loads 0.25 1 0.25
Redundancy 0.25 3 0.75
Compaction during construction 0.25 1 0.25
Design Safety Factor, SB = Σp 2.0
Combined Safety Factor, STOT= SA x SB 2.0
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)

13.7 Design Infiltration Rate, in/hr, KDESIGN = KM / STOT 6.85 Supporting Data
Briefly describe infiltration test and provide reference to test forms:

A site-specific infiltration test was conducted at the project site to support a minimum measured infiltration rate of 13.7 in/hr. The design infiltration rate will be 6.85 in/hr after applying the appropriate safety factors. This design rate is suitable for infiltration facilities.

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.
5993
Worksheets from Orange County Technical Guidance Document (5-19-2011) See TGD for instructions and/or examples related to these worksheets www.ocwatersheds.com/WQMP.aspx
Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet DA 5-A
Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25 1 0.25
Predominant soil texture 0.25 1 0.25
Site soil variability 0.25 1 0.25
Depth to groundwater / impervious
layer 0.25 1 0.25
Suitability Assessment Safety Factor, SA = Σp 1.0
B Design
Tributary area size 0.25 3 0.75
Level of pretreatment/ expected
sediment loads 0.25 1 0.25
Redundancy 0.25 3 0.75
Compaction during construction 0.25 1 0.25
Design Safety Factor, SB = Σp 2.0
Combined Safety Factor, STOT= SA x SB 2.0
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)

22.5 Design Infiltration Rate, in/hr, KDESIGN = KM / STOT 11.25 Supporting Data
Briefly describe infiltration test and provide reference to test forms:

A site-specific infiltration test was conducted at the project site to support a minimum measured infiltration rate of 22.5 in/hr. The design infiltration rate will be 11.25 in/hr after applying the appropriate safety factors. This design rate is suitable for infiltration facilities.

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.
5994
Worksheets from Orange County Technical Guidance Document (5-19-2011) See TGD for instructions and/or examples related to these worksheets www.ocwatersheds.com/WQMP.aspx
Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet DA 6-A
Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25 1 0.25
Predominant soil texture 0.25 1 0.25
Site soil variability 0.25 1 0.25
Depth to groundwater / impervious
layer 0.25 1 0.25
Suitability Assessment Safety Factor, SA = Σp 1.0
B Design
Tributary area size 0.25 3 0.75
Level of pretreatment/ expected
sediment loads 0.25 1 0.25
Redundancy 0.25 3 0.75
Compaction during construction 0.25 1 0.25
Design Safety Factor, SB = Σp 2.0
Combined Safety Factor, STOT= SA x SB 2.0
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)

18.4 Design Infiltration Rate, in/hr, KDESIGN = KM / STOT 9.2 Supporting Data
Briefly describe infiltration test and provide reference to test forms:

A site-specific infiltration test was conducted at the project site to support a minimum measured infiltration rate of 18.4 in/hr. The design infiltration rate will be 9.2 in/hr after applying the appropriate safety factors. This design rate is suitable for infiltration facilities.

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.
5995
Worksheets from Orange County Technical Guidance Document (5-19-2011) See TGD for instructions and/or examples related to these worksheets www.ocwatersheds.com/WQMP.aspx
Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet DA 7-A
Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25 1 0.25
Predominant soil texture 0.25 1 0.25
Site soil variability 0.25 1 0.25
Depth to groundwater / impervious
layer 0.25 1 0.25
Suitability Assessment Safety Factor, SA = Σp 1.0
B Design
Tributary area size 0.25 2 0.50
Level of pretreatment/ expected
sediment loads 0.25 1 0.25
Redundancy 0.25 3 0.75
Compaction during construction 0.25 1 0.25
Design Safety Factor, SB = Σp 2.0
Combined Safety Factor, STOT= SA x SB 1.75; use 2.0
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)

1.3 Design Infiltration Rate, in/hr, KDESIGN = KM / STOT 0.65 Supporting Data
Briefly describe infiltration test and provide reference to test forms:

A site-specific infiltration test was conducted at the project site to support a minimum measured infiltration rate of 1.3 in/hr. The design infiltration rate will be 0.65 in/hr after applying the appropriate safety factors. This design rate is suitable for infiltration facilities.

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.
5996
Worksheets from Orange County Technical Guidance Document (5-19-2011) See TGD for instructions and/or examples related to these worksheets www.ocwatersheds.com/WQMP.aspx
Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet DA 8-A
Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25 1 0.25
Predominant soil texture 0.25 1 0.25
Site soil variability 0.25 1 0.25
Depth to groundwater / impervious
layer 0.25 1 0.25
Suitability Assessment Safety Factor, SA = Σp 1.0
B Design
Tributary area size 0.25 3 0.75
Level of pretreatment/ expected
sediment loads 0.25 1 0.25
Redundancy 0.25 3 0.75
Compaction during construction 0.25 1 0.25
Design Safety Factor, SB = Σp 2.0
Combined Safety Factor, STOT= SA x SB 2.0
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)

10.8 Design Infiltration Rate, in/hr, KDESIGN = KM / STOT 5.4 Supporting Data
Briefly describe infiltration test and provide reference to test forms:

A site-specific infiltration test was conducted at the project site to support a minimum measured infiltration rate of 10.8 in/hr. The design infiltration rate will be 5.4 in/hr after applying the appropriate safety factors. This design rate is suitable for infiltration facilities.

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.
5997
Worksheets from Orange County Technical Guidance Document (5-19-2011) See TGD for instructions and/or examples related to these worksheets www.ocwatersheds.com/WQMP.aspx
Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet DA 9-A
Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25 1 0.25
Predominant soil texture 0.25 1 0.25
Site soil variability 0.25 1 0.25
Depth to groundwater / impervious
layer 0.25 1 0.25
Suitability Assessment Safety Factor, SA = Σp 1.0
B Design
Tributary area size 0.25 3 0.75
Level of pretreatment/ expected
sediment loads 0.25 1 0.25
Redundancy 0.25 3 0.75
Compaction during construction 0.25 1 0.25
Design Safety Factor, SB = Σp 2.0
Combined Safety Factor, STOT= SA x SB 2.0
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)

4.33 Design Infiltration Rate, in/hr, KDESIGN = KM / STOT 2.165 Supporting Data
Briefly describe infiltration test and provide reference to test forms:

A site-specific infiltration test was conducted at the project site to support a minimum measured infiltration rate of 4.33 in/hr. The design infiltration rate will be 2.165 in/hr after applying the appropriate safety factors. This design rate is suitable for infiltration facilities.

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.
5998
FLOW-BASED BMP DESIGN (pretreatment)
CBMP = 0.858(imp)3 – 0.78(imp)2 + 0.774(imp) + 0.04
IBMP = (0.568)(0.2787)(2) = 0.317 in/hr
Q = CBMP * 0.317 * Area
DA 1-A – CDS “1-A”
Region Valley
Drainage Area (acres) 25.80 acres
Drainage Area (sq-ft) 1,123,848 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.81
1-hr 2-yr from NOAA 0.568
Itensity Coeff 0.2787
Intensity BMP (in/hr) 0.317
Flow (cfs) Q = 6.59
Contech CDS4045-8
Q-required = 6.59 cfs
Q-provided = 9.5 cfs
DA 2-A – CDS “2-A”
Region Valley
Drainage Area (acres) 48.40 acres
Drainage Area (sq-ft) 2,108,304 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.81
1-hr 2-yr from NOAA 0.568
Itensity Coeff 0.2787
Intensity BMP (in/hr) 0.317
Flow (cfs) Q = 12.37
Contech CDS4040-8
Q-required = 12.37 cfs
Q-provided = 12.90 cfs
5999
DA 3-A – CDS “3-A”
Region Valley
Drainage Area (acres) 14.35 acres
Drainage Area (sq-ft) 625,086 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.81
1-hr 2-yr from NOAA 0.568
Itensity Coeff 0.2787
Intensity BMP (in/hr) 0.317
Flow (cfs) Q = 3.67
Contech CDS4040-8
Q-required = 3.67 cfs
Q-provided = 4.10 cfs
DA 4-A – CDS “4-A”
Region Valley
Drainage Area (acres) 10.00 acres
Drainage Area (sq-ft) 435,600 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.81
1-hr 2-yr from NOAA 0.568
Itensity Coeff 0.2787
Intensity BMP (in/hr) 0.317
Flow (cfs) Q = 2.55
Contech CDS3035-6
Q-required = 2.55 cfs
Q-provided = 2.60 cfs
DA 5-A – CDS “5-A”
Region Valley
Drainage Area (acres) 17.90 acres
Drainage Area (sq-ft) 779,724 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.81
1-hr 2-yr from NOAA 0.568
Itensity Coeff 0.2787
Intensity BMP (in/hr) 0.317
Flow (cfs) Q = 4.57
Contech CDS4045-8
Q-required = 4.57 cfs
Q-provided = 5.10 cfs
6000
DA 6-A – CDS “6-A”
Region Valley
Drainage Area (acres) 18.65 acres
Drainage Area (sq-ft) 812,394 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.81
1-hr 2-yr from NOAA 0.568
Itensity Coeff 0.2787
Intensity BMP (in/hr) 0.317
Flow (cfs) Q = 4.76
Contech CDS4045-8
Q-required = 4.76 cfs
Q-provided = 5.10 cfs
DA 7-A – CDS “7-A”
Region Valley
Drainage Area (acres) 8.80 acres
Drainage Area (sq-ft) 383,328 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.81
1-hr 2-yr from NOAA 0.568
Itensity Coeff 0.2787
Intensity BMP (in/hr) 0.317
Flow (cfs) Q = 2.25
Contech CDS3035-6
Q-required = 2.25 cfs
Q-provided = 2.60 cfs
DA 8-A – CDS “8-A”
Region Valley
Drainage Area (acres) 23.25 acres
Drainage Area (sq-ft) 1,012,770 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.81
1-hr 2-yr from NOAA 0.568
Itensity Coeff 0.2787
Intensity BMP (in/hr) 0.317
Flow (cfs) Q = 5.94
Contech CDS5640-10
Q-required = 5.94 cfs
Q-provided = 6.10 cfs
6001
DA 9-A – CDS “9-A”
Region Valley
Drainage Area (acres) 19.80 acres
Drainage Area (sq-ft) 862,488 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.81
1-hr 2-yr from NOAA 0.568
Itensity Coeff 0.2787
Intensity BMP (in/hr) 0.317
Flow (cfs) Q = 5.06
Contech CDS4045-8
Q-required = 5.06 cfs
Q-provided = 5.10 cfs

6002

VOLUME-BASED BMP DESIGN
CBMP = 0.858(imp)3 – 0.78(imp)2 + 0.774(imp) + 0.04
P6 = (0.568)(1.4807) = 0.841 inches
P0 = (1.963)(CBMP)(0.841)
DCV = (P0 * Area) / 12
DA 1-A – CMP “1-A”
Region Valley
Drainage Area (acres) 25.80 acres
Drainage Area (sq-ft) 1,123,848 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.807
1-hr 2-yr from NOAA 0.568
P6 Coeff 1.4807
Mean 6-hr (P6) 0.841
Drawdown Rate (a) 1.963
DCV 124,774 cu-ft
DCV 2.864 acre-ft
Design infiltration rate = 3.15 in/hr
dmax = 151.2 inches = Design infiltration rate x 48 hours = 3.15 in/hr x 48 hrs dBMP = 100.8 inches = [ (6 inches + 6 inches) x 0.40 ] + 96 inches dmax > dBMP
6003
6004
DA 2-A – CMP “2-A”
Region Valley
Drainage Area (acres) 48.40 acres
Drainage Area (sq-ft) 2,108,304 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.807
1-hr 2-yr from NOAA 0.568
P6 Coeff 1.4807
Mean 6-hr (P6) 0.841
Drawdown Rate (a) 1.963
DCV 234,072 cu-ft
DCV 5.374 acre-ft
Design infiltration rate = 6.75 in/hr
dmax = 324.0 inches = Design infiltration rate x 48 hours = 6.75 in/hr x 48 hrs dBMP = 100.8 inches = [ (6 inches + 6 inches) x 0.40 ] + 96 inches dmax > dBMP
6005
6006
DA 3-A – CMP “3-A”
Region Valley
Drainage Area (acres) 14.35 acres
Drainage Area (sq-ft) 625,086 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.807
1-hr 2-yr from NOAA 0.568
P6 Coeff 1.4807
Mean 6-hr (P6) 0.841
Drawdown Rate (a) 1.963
DCV 69,399 cu-ft
DCV 1.593 acre-ft
Design infiltration rate = 6.75 in/hr
dmax = 324.0 inches = Design infiltration rate x 48 hours = 6.75 in/hr x 48 hrs dBMP = 100.8 inches = [ (6 inches + 6 inches) x 0.40 ] + 96 inches dmax > dBMP
6007
6008
DA 4-A – CMP “4-A”
Region Valley
Drainage Area (acres) 10.00 acres
Drainage Area (sq-ft) 435,600 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.807
1-hr 2-yr from NOAA 0.568
P6 Coeff 1.4807
Mean 6-hr (P6) 0.841
Drawdown Rate (a) 1.963
DCV 48,362 cu-ft
DCV 1.110 acre-ft
Design infiltration rate = 6.85 in/hr
dmax = 328.8 inches = Design infiltration rate x 48 hours = 6.85 in/hr x 48 hrs dBMP = 100.8 inches = [ (6 inches + 6 inches) x 0.40 ] + 96 inches dmax > dBMP
6009
6010
DA 5-A – CMP “5-A”
Region Valley
Drainage Area (acres) 17.90 acres
Drainage Area (sq-ft) 779,724 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.807
1-hr 2-yr from NOAA 0.568
P6 Coeff 1.4807
Mean 6-hr (P6) 0.841
Drawdown Rate (a) 1.963
DCV 86,568 cu-ft
DCV 1.987 acre-ft
Design infiltration rate = 11.25 in/hr
dmax = 540.0 inches = Design infiltration rate x 48 hours = 11.25 in/hr x 48 hrs dBMP = 100.8 inches = [ (6 inches + 6 inches) x 0.40 ] + 96 inches dmax > dBMP
6011
6012
DA 6-A – CMP “6-A”
Region Valley
Drainage Area (acres) 18.65 acres
Drainage Area (sq-ft) 812,394 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.807
1-hr 2-yr from NOAA 0.568
P6 Coeff 1.4807
Mean 6-hr (P6) 0.841
Drawdown Rate (a) 1.963
DCV 90,195 cu-ft
DCV 2.071 acre-ft
Design infiltration rate = 9.2 in/hr
dmax = 441.6 inches = Design infiltration rate x 48 hours = 9.2 in/hr x 48 hrs dBMP = 100.8 inches = [ (6 inches + 6 inches) x 0.40 ] + 96 inches dmax > dBMP
6013
6014
DA 7-A – CMP “7-A”
Region Valley
Drainage Area (acres) 8.80 acres
Drainage Area (sq-ft) 383,328 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.807
1-hr 2-yr from NOAA 0.568
P6 Coeff 1.4807
Mean 6-hr (P6) 0.841
Drawdown Rate (a) 1.963
DCV 42,559 cu-ft
DCV 0.977 acre-ft
Design infiltration rate = 0.65 in/hr
dmax = 31.2 inches = Design infiltration rate x 48 hours = 0.65 in/hr x 48 hrs dBMP = 100.8 inches = [ (6 inches + 6 inches) x 0.40 ] + 96 inches dmax > dBMP
Torrent MaxWell IV Drywell with 4’ Diameter to drawdown within 48 hours:
infiltration rate @ 50 ft bgs 22.5 in/hr
safety factor 2

11.25 in/hr
DCV 42,559 cf
max drawdown time 48 hours
depth at which infiltration
can begin
30 ft bgs
infiltration rate @ 50 ft bgs 0.00027 in/hr to ft/sec
diameter of drywell 4 ft
circumference of drywell
diameter

12.57 ft
drywell depth 50 ft
infiltration zone 252.0 sf

0.068 cfs
one drywell would dispose
this many cf within 48 hours
11,750
cf
# of drywells required 4
4 drywells are required, 5 will be utilized for conceptual design. 6015
6016
DA 8-A – CMP “8-A”
Region Valley
Drainage Area (acres) 23.25 acres
Drainage Area (sq-ft) 1,012,770 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.807
1-hr 2-yr from NOAA 0.568
P6 Coeff 1.4807
Mean 6-hr (P6) 0.841
Drawdown Rate (a) 1.963
DCV 112,442 cu-ft
DCV 2.581 acre-ft
Design infiltration rate = 5.4 in/hr
dmax = 259.2 inches = Design infiltration rate x 48 hours = 5.4 in/hr x 48 hrs dBMP = 100.8 inches = [ (6 inches + 6 inches) x 0.40 ] + 96 inches dmax > dBMP
6017
6018
DA 9-A – CMP “9-A”
Region Valley
Drainage Area (acres) 19.80 acres
Drainage Area (sq-ft) 862,488 sq-ft
Impervious Coeff i = 0.95 < 1.0
Runoff Coeff C = 0.807
1-hr 2-yr from NOAA 0.568
P6 Coeff 1.4807
Mean 6-hr (P6) 0.841
Drawdown Rate (a) 1.963
DCV 95,757 cu-ft
DCV 2.198 acre-ft
Design infiltration rate = 2.17 in/hr
dmax = 104.2 inches = Design infiltration rate x 48 hours = 2.17 in/hr x 48 hrs dBMP = 100.8 inches = [ (6 inches + 6 inches) x 0.40 ] + 96 inches dmax > dBMP
6019
6020
14 INFILTRATION

FEASIBILITY
6021
22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com December 23, 2021
McDonald Property Group
1140 N. Coast Highway
Laguna Beach, California 92651
Attention: Mr. Bruce McDonald
President
Project No.: 21G197-3
Subject: Results of Additional Infiltration Testing
Proposed California Logistics Center
SEC Airport Drive and Haven Avenue
Ontario, California
References: 1) Geotechnical Feasibility Study, California Logistics Center, SEC Airport Drive and Haven Avenue, Ontario, California, prepared by Southern California Geotechnical, prepared for McDonald Property Group, SCG Project No. 21G197-1, dated October 25, 2021.
2) Preliminary Infiltration Testing, Proposed California Logistics Center, SEC Airport Drive and Haven Avenue, Ontario, California, prepared by SCG, prepared for McDonald Property Group, SCG Project No. 21G197-2, dated October 26, 2021.

Mr. McDonald:

In accordance with your request, we have performed infiltration testing at the subject site. The infiltration testing was performed for the proposed stormwater disposal systems that will be utilized at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our design recommendations.

Scope of Services
The scope of services performed for this project was in general accordance with our Change Order No. 21G197-CO1, dated November 4, 2021. The scope of services included visual site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rates of the on-site soils for the stormwater disposal system.

Shallow infiltration tests at depth of 10± feet were performed in order to analyze the infiltration characteristics of near-surface soils. The shallow infiltration testing was performed in general accordance with the guidelines published in the Technical Guidance Document for Water Quality Management Plans (WQMP), prepared for the County of San Bernardino Areawide Stormwater Program dated June 7, 2013. The San Bernardino County standards defer to guidelines published by Riverside County Department of Environmental Health (RCDEH).

Deep infiltration tests at 50± feet were performed using the constant-head method to analyze the infiltration characteristics of soils at depths greater than 50± feet. 6022
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Site and Project Description
The subject site is located at the southeast corner of Airport Drive and Haven Avenue in Ontario, California. The site is bounded to the west by the Ontario International Airport, to the north by Airport Drive, to the east by Doubleday Avenue and a commercial/industrial development, and to the south by Jurupa Street and commercial/industrial buildings. It should be noted that Airport Drive, which borders the northern boundary of the site, turns into South Commerce Parkway and transects the site in a north-to-south direction. The site is also partially transected by Carnegie Avenue (trending north-to-south), as well as Santa Ana Street and La Salle Street (both trending east-to-west). The general location of the site is illustrated on the Site Location Map, included as Plate 1 of this report.

The overall site is an irregular-shaped property that is comprised of numerous contiguous parcels totaling 197.08± acres. The overall site is currently vacant and undeveloped. Our review of historical aerial photographs indicates that the parcels may have been previously subdivided as agricultural lots. Based on our visit to the site, ground surface cover within the vacant lots consists of sparse to moderate native grass and weed growth. Occasional east-west trending soil berms approximate 2-3± feet in height are located every 500± feet throughout each region of the site except for the northern portion.

Detailed topographic information was not available at the time of this report. However, based on topographic information obtained from Google Earth, the overall site topography slopes gently downward to the south at a gradient of about 1 to 1½± percent.

Proposed Development
Our office was provided a site plan (SITE_2021, dated November 19, 2021), which was prepared by Thienes Engineering, inc. Based on the plan, the site will be developed with a total of nine (9) buildings, identified as Buildings 1 through 9. The buildings will range from 205,500± ft² to 930,300± ft² in size. Dock-high doors will be constructed along a portion of at least one building wall for all of the buildings. Building 3 will be constructed in a cross-dock configuration. The buildings will be surrounded by asphaltic concrete pavements in the parking and drive lane areas, Portland cement concrete pavements in the loading dock areas, and isolated areas of concrete flatwork and landscape planters.

We understand that the proposed development will include on-site infiltration for stormwater disposal. The infiltration systems will consist of a combination of below-grade chambers and deep dry wells. There will be a total of seven (7) infiltration areas throughout the site. The bottom of the below-grade chambers will be 10± feet below the existing site grades and the bottom of the dry wells will extend to a depth of 50± feet below the existing site grades.

Previous Studies
Southern California Geotechnical, Inc. (SCG) performed a feasibility study at the subject site (Reference 1). As a part of this study, ten (10) borings were advanced to depths of 20 to 25± feet below the previously existing site grades. A surficial layer of disturbed alluvium was encountered at the ground surface at most of the boring locations, extending to depths of 1½ to 2½± feet. The disturbed alluvium generally consists of loose to medium dense silty fine 6023
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sands with varying medium sand content. At greater depths, the native alluvium generally consists of loose to medium dense silty fine sands, fine sands and fine sandy silts with varying medium sand content, extending to at least the maximum depth explored of 25± feet. Some of the soils below depths of 13 feet are dense.

Southern California Geotechnical, Inc. (SCG) also previously performed a preliminary infiltration study at the subject site (Reference 2). As a part of this study, four (4) infiltration test borings (identified as Infiltration Test Nos. I-1 through I-4) were advanced to a depth of 10± feet below existing site grades. Artificial fill soils were encountered at the ground surface at one of the infiltration boring locations, extending to a depth of 3± below the existing site grades. The fill soils generally consisted of very dense fine sands, little silt. A surficial layer of disturbed alluvium was encountered at the ground surface at most of the infiltration boring locations, extending to a depth of 3± feet. The disturbed alluvium generally consisted of medium dense silty fine sands with varying medium to coarse sand content. Native alluvial soils were encountered beneath the fill soils or disturbed alluvium at all of the infiltration boring locations, extending to at least the maximum depth explored of 10± feet below the existing site grades.

The alluvial soils generally consisted of medium dense to dense silty fine sands, silty fine to medium sands, and fine sandy silts.

Free water was not encountered during drilling of any of our previous studies borings. Based on the lack of water within the borings, the groundwater was considered to have existed at a depth in excess of 25± feet at the time of our subsurface exploration.

Subsurface Exploration
The subsurface exploration performed for the infiltration testing consisted of a total of twelve (12) infiltration test borings. Five (5) of the infiltration borings were advanced to a depth of 10± feet below the existing site grades for the below-grade chamber systems. Seven (7) deeper infiltration test borings were advanced to a depth of 50± feet below the existing site grades for the dry well infiltration systems. The infiltration borings were advanced using a truck-mounted drilling rig, equipped with 8-inch diameter hollow stem augers and were logged during drilling by a member of our staff. The approximate locations of the infiltration test borings (identified as Infiltration Boring Nos. I-5 through I-16) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report.

Upon the completion of the infiltration borings, each infiltration test boring was filled with 2± inches of clean ¾-inch gravel. A sufficient length of 3-inch-diameter perforated PVC casing was then placed into each test hole so that the PVC casing extended from the bottom of the test hole to the ground surface. Clean ¾-inch gravel was installed in the annulus surrounding the PVC casing.

Geotechnical Conditions
Native alluvium was encountered at the ground surface of all twelve (12) infiltration test locations, extending to at least the maximum explored depth of 50± feet below existing site grades. The near-surface alluvium consists of loose to medium dense silty well-graded sands, well-graded sands, and fine sandy silts extending to depths of up to 25± feet. At greater depths, the alluvium consists of dense to very dense silty fine to coarse sands, fine to coarse 6024
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sands, and gravelly fine to coarse sands. The Boring Logs, which illustrate the conditions encountered at each of the borings, are included with this report.

Free water was not encountered during drilling of any of our infiltration borings. Based on the lack of water within the borings, the groundwater was considered to have existed at a depth in excess of 50± feet at the time of our subsurface exploration.

Recent water level data was obtained from the California State Water Resources Control Board, GeoTracker, website, https://geotracker.waterboards.ca.gov/. One monitoring well on record is located 2,916± south of the site. Water level readings within this monitoring well indicate a high groundwater level of 231± feet below the ground surface in July 2021.

Infiltration Testing
As previously mentioned, the infiltration testing was performed in general accordance with the guidelines published in the Technical Guidance Document for Water Quality Management Plans, prepared for the County of San Bernardino Areawide Stormwater Program and the constant head method.

Pre-soaking
In accordance with the county infiltration standards, all of the infiltration test borings were presoaked prior to the infiltration testing or until all of the water had percolated through each test hole. The pre-soaking process consisted of filling the test borings by inverting a full 5-gallon bottle of clear water supported over each hole so that the water level reaches a level of at least 5 times the hole’s radius above the gravel at the bottom of each hole. The pre-soaking was completed after all of the water had percolated through each test hole or after 15 hours since initiating the pre-soak. Based on the results of the pre-soaking process, different infiltration procedures were used during the infiltration testing at each of the infiltration boring locations.

Shallow Infiltration Testing
Following the pre-soaking process of Infiltration Boring Nos. I-9 through I-11 and Infiltration Boring Nos. I-15 and I-16, SCG performed the infiltration testing. Each test hole was filled with water to a depth of at least 5 times the radius of the hole above the gravel at the bottom of each test hole, and less than or equal to the water level used during the pre-soaking process.

In accordance with the San Bernardino County guidelines, since “sandy soils” were encountered at each of the Infiltration Borings (where 6 inches of water infiltrated into the surrounding soils for two-consecutive 25-minute readings), readings were taken at 10-minute intervals, for a total of 1 hour. After each reading, the borings were refilled to the original water level above the gravel. The water level readings are presented on the spreadsheets enclosed with this report.

The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets.

The infiltration rates from the shallow tests are tabulated in inches per hour. The rates for the deep tests are reported in gallons per square foot per day. In accordance with typically accepted practice, it is recommended that the most conservative reading from the latter part of the infiltration tests be used as the design infiltration rate. The rates are summarized below:
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Infiltration
Test No.

Depth
(feet) Soil Description
Infiltration
Rate
(inches/hour)
I-9 10 Brown Silty fine Sand 13.5
I-10 10 Brown to Gray fine to coarse Sand, little fine
Gravel 18.4
I-11 10 Brown Gray fine to medium Sand, little Silt, trace coarse Sand 13.7
I-15 10 Brown fine to coarse Sand, little fine Gravel,
trace Silt 22.4
I-16 10 Gray Brown fine to coarse Sand, little to some
fine to coarse Gravel 10.8
Dry Wells
Following the pre-soaking process for Infiltration Boring Nos. I-5 through I-8 and Infiltration Boring Nos. I-12 through I-14, the constant-head infiltration test method was utilized to test the rates of deeper soils. This method consisted of filling the borings to a maximum water level of 10 to 19± feet below the ground surface, based on the soil conditions encountered. Once the hole was filled, the inflow of water was controlled via a ball valve in order to maintain the water level constant below ground surface. It was necessary to constantly monitor this depth due to varying inflows from the water source and the change in infiltration rate with time. Readings were taken every ten minutes using a water level meter. The ball valve was used to make adjustments by increasing or decreasing the inflow of water when slight changes in depth occurred. The water level readings are presented on the spreadsheets enclosed with this report.

The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets.

The infiltration rates from the deep infiltration test are tabulated in gallons per square foot per day.

Infiltration
Test No.

Depth
(feet)
Infiltration Rate
(inches per hour)
Infiltration
Rate
(gal/ft2/day)
I-5 50 1.3 18.8
I-6 50 5.6 83.0
I-7 50 4.3 64.8
I-8 50 8.8 131.8
I-12 50 4.7 70.4
I-13 50 2.5 37.6
I-14 50 1.5 22.3
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Laboratory Testing
Moisture Content
The moisture contents for the recovered soil samples within the borings were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs.

Grain Size Analysis
The grain size distribution of selected soils collected from the bottom of each infiltration test boring have been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these tests are presented on Plates C-1 through C-51 of this report.

Design Recommendations
Shallow Systems (Below-Grade Chambers)
Five (5) shallow infiltration tests were performed within the proposed below-grade chambers at the site for this investigation. As noted above, the infiltration rates at these locations range from 9.3 and 22.5 inches per hour. Based on the results of Infiltration Test Nos. I-9 through I11 and Infiltration Test Nos. I-15 through I-16, we recommend infiltration rates as follows:

Below-Grade
Chamber
System
Infiltration Rate
(inches/hour)
Location
“A” 13.5 Northwest
“B” 18.4 Central
“C” 13.7 Southwest
“D” 22.4 Northeast
“E” 10.8 Southeast
We recommend that a representative from the geotechnical engineer be on-site during the construction of the proposed infiltration systems to identify the composition of the soil at the base of each chamber system. It should be confirmed that the soils at the base of the proposed infiltration systems correspond with those presented in this report. If the soil conditions at the base of the system differ from those at the test locations, the performance of the system may be inconsistent with the recommended infiltration rates provided herein.

The design of the proposed storm water infiltration system should be performed by the project civil engineer, in accordance with the City of Ontario and/or County of San Bernardino guidelines. However, it is recommended that the system be constructed so as to facilitate removal of silt and clay, or other deleterious materials from any water that may enter the system. The presence of such materials would decrease the effective infiltration rate. It is recommended that the project civil engineer apply an appropriate factor of safety. 6027
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The infiltration rates recommended above are based on the assumption that only clean water will be introduced to the subsurface profile. Any fines, debris, or organic materials could significantly impact the infiltration rates. It should be noted that the recommended infiltration rates are based on infiltration testing at five (5) discrete locations and the overall infiltration rates of the storm water infiltration systems could vary considerably.

Dry Wells
Seven (7) deep infiltration tests were performed at the subject site using a constant head test method. As noted above, the infiltration rates range from 18.8 to 131.8 gallons per square foot per day hour. These rates are valid for dry wells extending to depths of 50± feet below existing grades at these locations. The infiltration rates recommended below are based on the assumption that only clean water will be introduced to the dry well. Any fines, debris, or organic materials could significantly impact the infiltration rate. The presence of such materials would decrease the effective infiltration rate. It is recommended that any dry wells be constructed so as to facilitate removal of silt and clay, or other deleterious materials of any water that may enter the storm water retention/disposal system. It should be noted that the recommended infiltration rate is based on infiltration testing at one discrete location and that infiltration rates may vary considerably at other locations. Based on the results of the deep infiltration tests, we recommend the following infiltration rates for the infiltration systems at these locations:

Dry Well
System
Percolation Rate
(gal/ft²/day)
Infiltration
Rate
(inches/hour)
Location
“A” 18.8 1.3 Northwest
“B” 83.0 5.6 Central
“C” 131.8 8.8 Southwest
“D” 70.4 4.7 Northeast
“E” 37.6 2.5 Southeast
“F” 64.8 4.3 Southeast
“G” 22.3 1.5 Southwest
We recommend that a representative from the geotechnical engineer be on-site during the construction of the proposed infiltration systems to identify the composition of the soil at the base of each chamber system. It should be confirmed that the soils at the base of the proposed infiltration systems correspond with those presented in this report. If the soil conditions at the base of the system differ from those at the test locations, the performance of the system may be inconsistent with the recommended infiltration rates provided herein.

The infiltration rates recommended above are based on the assumption that only clean water will be introduced to the subsurface profile. Any fines, debris, or organic materials could significantly impact the infiltration rates. It should be noted that the 6028
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recommended infiltration rates are based on infiltration testing at seven (7) discrete locations and the overall infiltration rates of the storm water infiltration systems could vary considerably.

Construction Considerations
The infiltration rates presented in this report are specific to the tested locations and tested depths. Infiltration rates can be significantly reduced if the soils are exposed to excessive disturbance or compaction during construction. Therefore, the subgrade soils within proposed infiltration system areas should not be overexcavated, undercut or compacted in any significant manner. It is recommended that a note to this effect be added to the project plans and/or specifications.

Infiltration versus Permeability
Infiltration rates are based on unsaturated flow. As water is introduced into soils by infiltration, the soils become saturated and the wetting front advances from the unsaturated zone to the saturated zone. Once the soils become saturated, infiltration rates become zero, and water can only move through soils by hydraulic conductivity at a rate determined by pressure head and soil permeability. The infiltration rates presented herein were determined in accordance with the ASTM Test Method D-3385-03 standard and are considered valid for the time and place of the actual test. Changes in soil moisture content will affect these infiltration rates. Infiltration rates should be expected to decrease until the soils become saturated. Soil permeability values will then govern groundwater movement. Permeability values may be on the order of 10 to 20 times less than infiltration rates. The system designer should incorporate adequate factors of safety and allow for overflow design into appropriate traditional storm drain systems, which would transport storm water off-site.

Location of Infiltration Systems
The use of on-site storm water infiltration systems carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in the infiltration areas could potentially be damaged due to saturation of subgrade soils. The proposed infiltration systems for this site should be located at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration system at least 25 feet from the building, it is possible that infiltrating water into the subsurface soils could have an adverse effect on the proposed or existing structures. It should also be noted that utility trenches which happen to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore, consideration should also be given to the proposed locations of underground utilities which may pass near the proposed infiltration systems.

General Comments
This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project. 6029
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However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer.

The design of the infiltration system is the responsibility of the civil engineer. The role of the geotechnical engineer is limited to determination of infiltration rate only. By using the design infiltration rates contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechnical engineer for all aspects of the design and performance of the infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between trench locations and testing depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.

This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed.
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Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.

Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.

Ryan Bremer
Staff Geologist
Daryl Kas, CEG 2467
Senior Geologist
Distribution: (1) Addressee
Enclosures: Plate 1 - Site Location Map
Plate 2 - Infiltration Test Location Plan
Boring Log Legend and Logs (21 pages)
Infiltration Test Results Spreadsheets (12 pages)
Grain Size Distribution Graphs (51 pages)
6031
SITE

CALIFORNIA LOGISTICS CENTER
SCALE: 1" = 2000' DRAWN: RB CHKD: GKM

SCG PROJECT
21G197-3
PLATE 1

SITE LOCATION MAP

ONTARIO, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE GUASTI

7.5-MINUTE QUADRANGLE, SAN BERNARDINO COUNTY,
CALIFORNIA, 2018
6032

JURUPA STREET LA SALLE STREET

HAVEN AVENUE

DOUBLEDAY AVENUE

CARNEGIE AVENUE

COMMERCE PARKWAY

DUPONT STREET
AIRPORT DRIVE AIRPORT DRIVE SANTA ANA STREET B B B B B B B B B B I I I I I I
I I I I I I BELOW GRADE CHAMBER SYSTEM A BELOWGRADE CHAMBER SYSTEM B─Ԁ BELOWGRADE CHAMBER SYSTEM C DRY WELL SYSTEM A DRY WELL SYSTEM B─Ԁ DRY WELL SYSTEM ) DRY WELL SYSTEM C DRY WELL SYSTEM D BELOWGRADE CHAMBER SYSTEM E DRY WELL SYSTEM G BELOWGRADE CHAMBER SYSTEM D DRY WELL SYSTEM E I I I I SCALE
DRAWN

MD CHKD
GKM PLATE 2 SCG PROJECT G
CALI)ORNIA LOGISTICS CENTER INFILTRATION TEST LOCATION PLAN GEOTECHNICAL LEGEND NORTH
SoCalGeo
ONTARIO CALI)ORNIA NOTE: SITE PLAN PREPARED BY THIENES ENGINEERING. APPRO;IMATE SHALLOW IN)ILTRATION LOCATION APPRO;IMATE DEEP IN)ILTRATION LOCATION APPRO;IMATE PREVIOUS IN)ILTRATION LOCATION APPROIMATE PREVIOUS BORING LOCATION ̀ SCG PROJECT NO G

SCG PROJECT NO G

6033

BORING LOG LEGEND

SAMPLE TYPE GRAPHICAL

SYMBOL SAMPLE DESCRIPTION

AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE
ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A
DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.

GRAB 1 SOIL SAMPLE TAKEN WITH NO SPECIALIZED

EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE
GROUND SURFACE. (DISTURBED)
CS
CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL
SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.

DRIVEN WITH SPT HAMMER. (RELATIVELY

UNDISTURBED)
NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT

RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.

SPT
STANDARD PENETRATION TEST: SAMPLER IS A 1.4
INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SH
SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED.
(UNDISTURBED)
VANE
VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING
A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT
CLAYS-NO SAMPLE RECOVERED.

COLUMN DESCRIPTIONS
DEPTH: Distance in feet below the ground surface.

SAMPLE: Sample Type as depicted above.

BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.

POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer.

GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page.

DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3 .

MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.

LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.

PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.

PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve.

UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state. 6034
SM
SP
COARSE

GRAINED
SOILS
SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO
FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

GRAPH LETTER

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES
GC
GM
GP
GW

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO
FINES
SILTS
AND
CLAYS
MORE THAN 50%

OF MATERIAL IS

LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF MATERIAL IS

SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF COARSE

FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%

OF COARSE

FRACTION
RETAINED ON NO.
4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES
FINE

GRAINED
SOILS

SYMBOLS MAJOR DIVISIONS

SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML

CLEAN SANDS
SC

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS
SILTS
AND
CLAYS

GRAVELS WITH
FINES
SAND
AND
SANDY

SOILS (LITTLE OR NO FINES)

SANDS WITH
FINES

LIQUID LIMIT
LESS THAN 50

LIQUID LIMIT
GREATER THAN 50

HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL
AND

GRAVELLY
SOILS
(APPRECIABLE

AMOUNT OF FINES)
(APPRECIABLE

AMOUNT OF FINES)
(LITTLE OR NO FINES)

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES
CLEAN

GRAVELS
6035
28 35
62 42
36 6
15 24
15 12
17 13
13 22
ALLUVIUM: Brown Silty fine Sand, trace medium Sand, trace fine root fibers, loose-damp
Brown to Gray Brown fine to coarse Sand, trace Silt, trace to little fine to coarse Gravel, medium dense-dry to damp
Light Brown Silty fine Sand, medium dense-damp to very moist Brown Silty fine to medium Sand, medium dense-damp
Brown fine Sandy Silt, trace medium Sand, little Iron Oxide, medium dense-damp to moist
Brown Silty fine to medium Sand, trace Iron Oxide staining, medium dense-very moist
Brown Silty fine Sand, trace medium Sand, medium dense-damp 3 2
1 17
5 7
13 24
10 SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

DESCRIPTION
DEPTH (FEET)MOISTURECONTENT (%)COMMENTS
EXCAVATION DATE: 11/11/21
EXCAVATION METHOD: Hollow Stem Auger
LOGGED BY: Ryan Bremer
JOB NO.: 21G197-3
PROJECT: California Logistics Center
LOCATION: Ontario, California
PLATE B-1a
5 10
15 20
25 30
POCKET PEN.(TSF)GRAPHIC LOG
BORING NO.

I-5

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6036
9 70
36 14
34 Brown Silty fine Sand, trace medium Sand, medium dense-damp Brown fine to coarse Sand, little fine Gravel, little Silt, dense-dry to damp
Brown fine Sandy Silt, trace medium Sand, trace Clay, medium dense-very moist
Brown Silty fine to coarse Sand, little fine Gravel, trace Clay nodules, dense-damp
Boring Terminated at 50'
3 21
5 SAMPLE
(Continued)

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-5

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6037
20 85
44 25
33 14
27 15
11 15
8 14
20 ALLUVIUM: Brown Silty fine Sand, trace medium to coarse Sand, medium dense to dense-damp
Brown fine to medium Sand, trace coarse Sand, trace fine to coarse Gravel, medium dense-dry to damp
Brown Silty fine Sand, trace medium Sand, medium dense-damp Brown fine Sandy Silt, loose-very moist
Brown Silty fine to medium Sand, medium dense-moist
Brown Silty fine to medium Sand, trace coarse Sand, trace fine Gravel, medium dense-damp
at 33½', trace fine Gravel, trace Clay nodules
4 4
2 2
5 5
27 14
5 SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

DESCRIPTION
DEPTH (FEET)MOISTURECONTENT (%)COMMENTS
EXCAVATION DATE: 11/11/21
EXCAVATION METHOD: Hollow Stem Auger
LOGGED BY: Ryan Bremer
JOB NO.: 21G197-3
PROJECT: California Logistics Center
LOCATION: Ontario, California
PLATE B-2a
5 10
15 20
25 30
POCKET PEN.(TSF)GRAPHIC LOG
BORING NO.

I-6

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6038
30 77
24 17
22 Brown Silty fine to medium Sand, trace coarse Sand, trace fine Gravel, medium dense-damp
Brown fine Sandy Silt, medium dense-very moist
Brown Silty fine to medium Sand, medium dense-damp
Boring Terminated at 50'
9 20
5 SAMPLE
(Continued)

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-6

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6039
5 71
36 29
29 23
9 15
18 11
24 14
13 ALLUVIUM: Brown Silty fine Sand, trace medium Sand, medium dense-damp
Brown fine Sand, trace to little Silt, trace medium Sand, medium dense-dry to damp
Brown Silty fine Sand, little medium Sand, loose-damp
Brown fine to coarse Sand, trace fine Gravel, trace Silt, medium dense-damp
Brown fine Sandy Silt, trace medium Sand, medium dense-very moist
Brown Silty fine to medium Sand, trace fine Gravel, medium dense-damp
Brown Silty fine to medium Sand, medium dense-damp
4 3
6 5
3 19
10 3
8 SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

DESCRIPTION
DEPTH (FEET)MOISTURECONTENT (%)COMMENTS
EXCAVATION DATE: 11/11/21
EXCAVATION METHOD: Hollow Stem Auger
LOGGED BY: Ryan Bremer
JOB NO.: 21G197-3
PROJECT: California Logistics Center
LOCATION: Ontario, California
PLATE B-3a
5 10
15 20
25 30
POCKET PEN.(TSF)GRAPHIC LOG
BORING NO.

I-7

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6040
61 43
11 19
20 Brown fine Sandy Silt, trace medium Sand, medium dense-moist Brown fine Sandy Silt, trace medium Sand, medium dense-moist Brown Silty fine Sand, medium dense-damp
Brown Silty fine to coarse Sand, trace fine Gravel, medium dense-moist
at 48½', 4±-inch Silty Clay lense
Boring Terminated at 50'
16 10
15 SAMPLE
(Continued)

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-7

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6041
44 78
34 7
23 18
15 12
8 18
8 12
35 ALLUVIUM: Brown Silty fine Sand, trace medium to coarse Sand, medium dense-dry
Light Brown Silty fine Sand to fine Sandy Silt, trace medium Sand, medium dense-damp
Brown Silty fine to coarse Sand, trace fine Gravel, medium dense-dry
Gray fine to medium Sand, trace coarse Sand, medium
dense-damp
Brown Silty fine to medium Sand, trace fine Gravel, loose-damp Brown fine Sandy Silt, loose-very moist
Brown Silty fine to medium Sand, trace coarse Sand, trace fine Gravel, medium dense-very moist
Brown Gravelly fine to coarse Sand, trace Silt, dense-damp 2 4
1 3
8 7
30 9
3 SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

DESCRIPTION
DEPTH (FEET)MOISTURECONTENT (%)COMMENTS
EXCAVATION DATE: 11/11/21
EXCAVATION METHOD: Hollow Stem Auger
LOGGED BY: Ryan Bremer
JOB NO.: 21G197-3
PROJECT: California Logistics Center
LOCATION: Ontario, California
PLATE B-4a
5 10
15 20
25 30
POCKET PEN.(TSF)GRAPHIC LOG
BORING NO.

I-8

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6042
6 35
50/5"
20 20
Brown Gravelly fine to coarse Sand, trace Silt, dense-damp Brown Gray Gravelly fine to coarse Sand to fine to coarse Sandy Gravel, trace Silt, very dense-dry
Brown Silty fine to medium Sand, trace medium Sand, medium dense-damp to moist
Boring Terminated at 50'
2 6
9 SAMPLE
(Continued)

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-8

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6043
9 6
11 26
14 ALLUVIUM: Brown Silty fine Sand, trace medium Sand,
loose-damp
Brown fine Sand, trace to little medium to coarse Sand, trace to little Silt, medium dense-dry
Brown Gravelly fine to coarse Sand, trace to little Silt, medium dense-dry
Brown Silty fine Sand, medium dense-moist
Boring Terminated at 10'
4 2
2 9
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-9

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6044
5 11
6 15
14 ALLUVIUM: Brown to Light Brown Silty fine Sand, trace medium to coarse Sand, loose to medium dense-damp
Brown to Gray fine to coarse Sand, little fine Gravel, medium dense-dry to damp
Boring Terminated at 10'
3 4
3 2
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-10

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6045
16 23
20 15
14 ALLUVIUM: Light Brown Silty fine Sand, trace medium to coarse Sand, medium dense-damp
Light Brown fine Sandy Silt, trace medium to coarse Sand, medium dense-damp
Gray Brown Silty fine to coarse Sand, medium dense-dry
Boring Terminated at 10'
4 4
5 2
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-11

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6046
5 63
29 59
42 16
12 22
27 17
6 9
10 15
ALLUVIUM: Brown Gray fine to coarse Sand, trace to little fine to coarse Gravel, trace Silt, medium dense-dry to damp
Gray Brown fine to coarse Sand, little fine Gravle, trace Silt, medium dense-dry to damp
Brown fine Sandy Silt, trace medium Sand, loose-very moist Brown Silty fine to medium Sand, loose-damp
Brown fine to medium Sandy Silt, medium dense-damp to moist Brown Silty fine to medium Sand, medium dense-damp
2 1
3 2
3 19
7 15
11 SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

DESCRIPTION
DEPTH (FEET)MOISTURECONTENT (%)COMMENTS
EXCAVATION DATE: 11/23/21
EXCAVATION METHOD: Hollow Stem Auger
LOGGED BY: Ryan Bremer
JOB NO.: 21G197-3
PROJECT: California Logistics Center
LOCATION: Ontario, California
PLATE B-8a
5 10
15 20
25 30
POCKET PEN.(TSF)GRAPHIC LOG
BORING NO.

I-12

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6047
47 7
17 10
13 Brown Gravelly fine to coarse Sand, trace Silt, dense-damp Brown Gravelly fine to coarse Sand, trace Silt, dense-damp Brown fine to coarse Sand, trace Silt, little fine Gravel, medium dense-damp
Boring Terminated at 50'
11 16
3 SAMPLE
(Continued)

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-12

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6048
5 31

2.0 62

3.0 17
13 11
9 16
16 10
12 11
ALLUVIUM: Brown fine Sand, trace Silt, medium dense-damp Brown fine Sandy Silt, medium dense-damp
Brown Silty fine Sand, loose to medium dense-damp
Gray fine to medium Sand, trace Silt, medium dense-dry to damp Brown Silty fine Sand, medium dense-damp
Brown fine to medium Sandy Silt, medium dense-damp to moist 4 5
6 4
2 5
5 12
17 SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

DESCRIPTION
DEPTH (FEET)MOISTURECONTENT (%)COMMENTS
EXCAVATION DATE: 11/23/21
EXCAVATION METHOD: Hollow Stem Auger
LOGGED BY: Ryan Bremer
JOB NO.: 21G197-3
PROJECT: California Logistics Center
LOCATION: Ontario, California
PLATE B-9a
5 10
15 20
25 30
POCKET PEN.(TSF)GRAPHIC LOG
BORING NO.

I-13

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6049
39 10
10 21
32 29
Brown Silty to medium fine Sand, medium dense-moist
Brown Silty to medium fine Sand, medium dense-moist
Brown Gravelly fine to coarse Sand, little Silt, dense-dry to damp Brown fine to coarse Sand, little fine Gravel, little Silt, medium dense-dry to damp
Boring Terminated at 50'
10 4
4 SAMPLE
(Continued)

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-13

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6050
18 62
6 3.0
28 16
6 7
12 12
7 6
23 ALLUVIUM: Brown Silty fine Sand, trace medium Sand, medium dense-damp
Light Brown fine to medium Sandy Silt, loose-moist
Brown Gray Silty fine Sand, trace medium Sand, medium
dense-damp
Brown fine to medium Sandy Silt, loose-moist
Brown fine to coarse Sand, trace Silt, medium dense-damp 4 4
11 9
4 5
18 18
4 SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

DESCRIPTION
DEPTH (FEET)MOISTURECONTENT (%)COMMENTS
EXCAVATION DATE: 11/23/21
EXCAVATION METHOD: Hollow Stem Auger
LOGGED BY: Ryan Bremer
JOB NO.: 21G197-3
PROJECT: California Logistics Center
LOCATION: Ontario, California
PLATE B-10a
5 10
15 20
25 30
POCKET PEN.(TSF)GRAPHIC LOG
BORING NO.

I-14

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6051
37 70
32 12
13 26
Brown fine to coarse Sand, trace Silt, medium dense-damp Brown Silty fine Sand, trace fine Gravel, medium dense-damp Brown fine Sandy Silt, medium dense-moist to very moist Brown Silty fine to medium Sand, medium dense-moist
Boring Terminated at 50'
10 20
9 SAMPLE
(Continued)

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

DESCRIPTION
DEPTH (FEET)MOISTURECONTENT (%)COMMENTS
EXCAVATION DATE: 11/23/21
EXCAVATION METHOD: Hollow Stem Auger
LOGGED BY: Ryan Bremer
JOB NO.: 21G197-3
PROJECT: California Logistics Center
LOCATION: Ontario, California
PLATE B-10b
40 45
50 POCKET PEN.(TSF)GRAPHIC LOG
BORING NO.

I-14

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6052
5 19
18 12
19 ALLUVIUM: Brown fine to coarse Sand, trace Silt, trace fine Gravel, medium dense-dry to damp
Boring Terminated at 10'
1 1
2 3
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-15

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6053
5 26
13 9
12 ALLUVIUM: Brown fine Sand, trace Silt, medium dense-dry to damp
Light Brown fine Sandy Silt, loose-damp to moist
Gray Brown Gravelly fine to coarse Sand, trace Silt, medium dense-dry to damp
Boring Terminated at 10'
2 5
9 2
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)ORGANICCONTENT (%)

LABORATORY RESULTS
BLOW COUNTPASSING#200 SIEVE (%)

I-16

TEST BORING LOG
TBL 21G197-3 AND 4 COMBINED.GPJ SOCALGEO.GDT 12/22/21
6054

PERCOLATION CALCULATIONS
Project Name Proposed California Logistics
Project Location
Project Number
Engineer
Borehole Diameter 8
Borehole Depth 50.15
Water Depth from Ground Surface 10
Percolation Boring No. I-5 Interval Number Time
Time Interval (hrs)
Avergae Wetted
Depth for Interval
(ft)
Inflow Meter
Readings (gallons)
Volume of Outflow
(gallons)
Percolation Rate
Q (gallons/minute)
Percolation Rate
Q (gal/ft
2/day)
Initial 8:50 AM 1106.0
Final 9:00 AM 1119.0
Initial 9:00 AM 1119.0
Final 9:10 AM 1130.0
Initial 9:10 AM 1130.0
Final 9:20 AM 1142.0
Initial 9:20 AM 1142.0
Final 9:30 AM 1153.0
Initial 9:30 AM 1153.0
Final 9:40 AM 1164.0
Initial 9:40 AM 1164.0
Final 9:50 AM 1175.0
Initial 9:50 AM 1175.0
Final 10:00 AM 1186.0
Ontario, CA
21G197-3
OS

1.30 11 1.10

18.84 18.84

18.84 7 40.15
4 40.15

0.1667

0.1667 11
5 40.15

0.1667 18.84

0.1667 11
6 40.15 11
11 1.10

40.15 1.10

0.1667 12 20.55

1.10 18.84

1.10 1 0.1667 40.15 13 22.26
3 40.15
2 1.20

0.1667
6055

PERCOLATION CALCULATIONS
Project Name Proposed California Logistics
Project Location
Project Number
Engineer
Borehole Diameter 8
Borehole Depth 50.1
Water Depth from Ground Surface 12
Percolation Boring No. I-6 Interval Number Time
Time Interval (hrs)
Avergae Wetted
Depth for Interval
(ft)
Inflow Meter
Readings (gallons)
Volume of Outflow
(gallons)
Percolation Rate
Q (gallons/minute)
Percolation Rate
Q (gal/ft
2/day)
Initial 11:08 AM 1350.0
Final 11:18 AM 1397.0
Initial 11:18 AM 1397.0
Final 11:28 AM 1445.0
Initial 11:28 AM 1445.0
Final 11:38 AM 1491.0
Initial 11:38 AM 1491.0
Final 11:48 AM 1537.0 4 0.1667 38.10 46 4.60 83.01
3 0.1667 38.10 46 4.60 83.01
47 4.70 84.82
2 0.1667 38.10 48 4.80 86.62
Ontario, CA
21G197-3
OS
1 0.1667 38.10
6056

PERCOLATION CALCULATIONS
Project Name Proposed California Logistics
Project Location
Project Number
Engineer
Borehole Diameter 8
Borehole Depth 50.1
Water Depth from Ground Surface 14
Percolation Boring No. I-7 Interval Number Time
Time Interval (hrs)
Avergae Wetted
Depth for Interval
(ft)
Inflow Meter
Readings (gallons)
Volume of Outflow
(gallons)
Percolation Rate
Q (gallons/minute)
Percolation Rate
Q (gal/ft
2/day)
Initial 8:36 AM 1661.0
Final 8:46 AM 1702.0
Initial 8:46 AM 1702.0
Final 8:56 AM 1741.0
Initial 8:56 AM 1741.0
Final 9:06 AM 1777.0
Initial 9:06 AM 1777.0
Final 9:16 AM 1812.0
Initial 9:16 AM 1812.0
Final 9:26 AM 1853.0
Initial 9:26 AM 1853.0
Final 9:36 AM 1887.0 6 0.1667 36.10 34 3.40 64.76
5 0.1667 36.10 41 4.10 78.09
4 0.1667 36.10 35 3.50 66.66
3 0.1667 36.10 36 3.60 68.56
41 4.10 78.09
2 0.1667 36.10 39 3.90 74.28
Ontario, CA
21G197-3
OS
1 0.1667 36.10
6057

PERCOLATION CALCULATIONS
Project Name Proposed California Logistics
Project Location
Project Number
Engineer
Borehole Diameter 8
Borehole Depth 50.3
Water Depth from Ground Surface 19
Percolation Boring No. I-8 Interval Number Time
Time Interval (hrs)
Avergae Wetted
Depth for Interval
(ft)
Inflow Meter
Readings (gallons)
Volume of Outflow
(gallons)
Percolation Rate
Q (gallons/minute)
Percolation Rate
Q (gal/ft
2/day)
Initial 11:30 AM 2132.0
Final 11:40 AM 2193.0
Initial 11:40 AM 2193.0
Final 11:50 AM 2255.0
Initial 11:50 AM 2255.0
Final 12:00 PM 2315.0
Initial 12:00 PM 2315.0
Final 12:10 PM 2375.0
Initial 12:10 PM 2375.0
Final 12:20 PM 2435.0
Initial 12:20 PM 2435.0
Final 12:30 PM 2495.0 6 0.1667 31.30 60 6.00 131.80
5 0.1667 31.30 60 6.00 131.80
4 0.1667 31.30 60 6.00 131.80
3 0.1667 31.30 60 6.00 131.80
61 6.10 134.00
2 0.1667 31.30 62 6.20 136.19
Ontario, CA
21G197-3
OS
1 0.1667 31.30
6058

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.10 (ft)
Infiltration Test Hole I-9
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 7:36 AM 7.00
Final 8:01 AM 10.10
Initial 8:01 AM 6.00
Final 8:26 AM 9.80
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 8:26 AM 7.00
Final 8:36 AM 9.40
Initial 8:36 AM 7.00
Final 8:46 AM 9.40
Initial 8:46 AM 7.00
Final 8:56 AM 9.40
Initial 8:56 AM 7.00
Final 9:06 AM 9.40
Initial 9:06 AM 7.00
Final 9:16 AM 9.35
Initial 9:16 AM 7.00
Final 9:26 AM 9.35
Per County Standards, Infiltration Rate calculated as follows:

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.10 (ft)
Infiltration Test Hole I-10
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 9:24 AM 7.00
Final 9:49 AM 10.10
Initial 9:49 AM 5.00
Final 10:14 AM 10.10
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 10:14 AM 6.00
Final 10:24 AM 9.98
Initial 10:24 AM 6.00
Final 10:34 AM 9.95
Initial 10:34 AM 6.00
Final 10:44 AM 9.80
Initial 10:44 AM 6.00
Final 10:54 AM 9.71
Initial 10:54 AM 6.00
Final 11:04 AM 9.70
Initial 11:04 AM 6.00
Final 11:14 AM 9.70
Per County Standards, Infiltration Rate calculated as follows:

Where: Q = Infiltration Rate (in inches per hour)
∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
California Logistics Center
Ontario, CA
21G197-3
OS
Soil Criteria Test
1 25.00 37.20 YES SANDY SOILS
2 25.00 61.20 YES SANDY SOILS
Test Data
1 10.00 3.98 2.11 20.98
2 10.00 3.95 2.13 20.68
3 10.00 3.80 2.20 19.27
4 10.00 3.71 2.25 18.46
5 10.00 3.70 2.25 18.37
6 10.00 3.70 2.25 18.37
)2Ht(r
H(60r) Q
 avg


6060

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.20 (ft)
Infiltration Test Hole I-11
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 11:12 AM 6.00
Final 11:37 AM 10.20
Initial 11:37 AM 6.00
Final 12:02 PM 10.20
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 12:02 PM 7.00
Final 12:12 PM 9.75
Initial 12:12 PM 7.00
Final 12:22 PM 9.55
Initial 12:22 PM 7.00
Final 12:32 PM 9.50
Initial 12:32 PM 7.00
Final 12:42 PM 9.45
Initial 12:42 PM 7.00
Final 12:52 PM 9.45
Initial 12:52 PM 7.00
Final 1:02 PM 9.45
Per County Standards, Infiltration Rate calculated as follows:

Where: Q = Infiltration Rate (in inches per hour)
∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
California Logistics Center
Ontario, CA
21G197-3
OS
Soil Criteria Test
1 25.00 50.40 YES SANDY SOILS
2 25.00 50.40 YES SANDY SOILS
Test Data
1 10.00 2.75 1.83 16.57
2 10.00 2.55 1.93 14.63
3 10.00 2.50 1.95 14.17
4 10.00 2.45 1.98 13.73
5 10.00 2.45 1.98 13.73
6 10.00 2.45 1.98 13.73
)2Ht(r
H(60r) Q
 avg


6061

PERCOLATION CALCULATIONS
Project Name Proposed California Logistics
Project Location
Project Number
Engineer
Borehole Diameter 8
Borehole Depth 51
Water Depth from Ground Surface 10
Percolation Boring No. I-12 Interval Number Time Time Interval (hrs) Avergae Wetted
Depth for Interval
(ft)
Inflow Meter
Readings (gallons)
Volume of Outflow
(gallons)
Percolation Rate
Q (gallons/minute)
Percolation Rate
Q (gal/ft
2/day)
Initial 7:50 AM 2653.0
Final 8:00 AM 2705.0
Initial 8:00 AM 2705.0
Final 8:10 AM 2754.0
Initial 8:10 AM 2754.0
Final 8:20 AM 2798.0
Initial 8:20 AM 2798.0
Final 8:30 AM 2840.0
Initial 8:30 AM 2840.0
Final 8:40 AM 2882.0
Initial 8:40 AM 2882.0
Final 8:50 AM 2924.0
Ontario, CA
21G197-3
OS
1 0.1667 41.00
2 0.1667 41.00 49 4.90 82.17

73.79 52 5.20 87.20

41.00 42 4.20 70.43
3 0.1667 41.00 44 4.40
5 0.1667 41.00 42 4.20 70.43
4 0.1667
6 0.1667 41.00 42 4.20 70.43
6062

PERCOLATION CALCULATIONS
Project Name Proposed California Logistics
Project Location
Project Number
Engineer
Borehole Diameter 8
Borehole Depth 50.25
Water Depth from Ground Surface 10
Percolation Boring No. I-13 Interval Number Time Time Interval (hrs) Avergae Wetted
Depth for Interval
(ft)
Inflow Meter
Readings (gallons)
Volume of Outflow
(gallons)
Percolation Rate
Q (gallons/minute)
Percolation Rate
Q (gal/ft
2/day)
Initial 10:19 AM 2561.0
Final 10:29 AM 2583.0
Initial 10:29 AM 2583.0
Final 10:39 AM 2604.0
Initial 10:39 AM 2604.0
Final 10:49 AM 2626.0
Initial 10:49 AM 2626.0
Final 10:59 AM 2648.0
Initial 10:59 AM 2648.0
Final 11:09 AM 2670.0
Initial 11:09 AM 2670.0
Final 11:19 AM 2692.0
Ontario, CA
21G197-3
OS
1 0.1667 40.25
2 0.1667 40.25 21 2.10 35.87

37.58 22 2.20 37.58

40.25 22 2.20 37.58
3 0.1667 40.25 22 2.20
5 0.1667 40.25 22 2.20 37.58
4 0.1667
6 0.1667 40.25 22 2.20 37.58
6063

PERCOLATION CALCULATIONS
Project Name Proposed California Logistics
Project Location
Project Number
Engineer
Borehole Diameter 8
Borehole Depth 50.15
Water Depth from Ground Surface 10
Percolation Boring No. I-14 Interval Number Time Time Interval (hrs) Avergae Wetted
Depth for Interval
(ft)
Inflow Meter
Readings (gallons)
Volume of Outflow
(gallons)
Percolation Rate
Q (gallons/minute)
Percolation Rate
Q (gal/ft
2/day)
Initial 7:47 AM 2314.0
Final 7:57 AM 2341.0
Initial 7:57 AM 2341.0
Final 8:07 AM 2358.0
Initial 8:07 AM 2358.0
Final 8:17 AM 2374.0
Initial 8:17 AM 2374.0
Final 8:27 AM 2387.0
Initial 8:27 AM 2387.0
Final 8:37 AM 2400.0
Initial 8:37 AM 2400.0
Final 8:47 AM 2413.0
Ontario, CA
21G197-3
OS
1 0.1667 40.15
2 0.1667 40.15 17 1.70 29.11

27.40 27 2.70 46.24

40.15 13 1.30 22.26
3 0.1667 40.15 16 1.60
5 0.1667 40.15 13 1.30 22.26
4 0.1667
6 0.1667 40.15 13 1.30 22.26
6064

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 9.95 (ft)
Infiltration Test Hole I-15
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 9:29 AM 8.00
Final 9:54 AM 9.95
Initial 9:54 AM 8.00
Final 10:19 AM 9.95
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 10:19 AM 5.00
Final 10:29 AM 9.95
Initial 10:29 AM 5.00
Final 10:39 AM 9.95
Initial 10:39 AM 5.00
Final 10:49 AM 9.95
Initial 10:49 AM 5.00
Final 10:59 AM 9.94
Initial 10:59 AM 5.00
Final 11:09 AM 9.94
Initial 11:09 AM 5.00
Final 11:19 AM 9.94
Per County Standards, Infiltration Rate calculated as follows:

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.20 (ft)
Infiltration Test Hole I-16
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 10:51 AM 3.00
Final 11:16 AM 10.20
Initial 11:16 AM 3.00
Final 11:41 AM 10.20
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 11:41 AM 7.70
Final 11:51 AM 9.45
Initial 11:51 AM 7.70
Final 12:01 PM 9.40
Initial 12:01 PM 7.70
Final 12:11 PM 9.38
Initial 12:11 PM 7.70
Final 12:21 PM 9.36
Initial 12:21 PM 7.70
Final 12:31 PM 9.35
Initial 12:31 PM 7.70
Final 12:41 PM 9.35
Per County Standards, Infiltration Rate calculated as follows:

Where: Q = Infiltration Rate (in inches per hour)
∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
5 10.00 1.65 1.68 10.75
6 10.00 1.65 1.68 10.75
3 10.00 1.68 1.66 11.04
4 10.00 1.66 1.67 10.85
1 10.00 1.75 1.63 11.72
2 10.00 1.70 1.65 11.23
2 25.00 86.40 YES SANDY SOILS
Test Data
California Logistics Center
Ontario, CA
21G197-3
OS
Soil Criteria Test
1 25.00 86.40 YES SANDY SOILS
)2Ht(r
H(60r) Q
 avg


)2Ht(r
H(60r) Q
 avg


)2Ht(r
H(60r) Q
 avg


6066
Sample Description I-5 @ 13.5'
Soil Classification ALLUVIUM: Light Brown Silty fine Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 1
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6067
Sample Description I-5 @ 18.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 2
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6068
Sample Description I-5 @ 23.5'
Soil Classification ALLUVIUM: Brown fine Sandy Silt, trace medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 3
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6069
Sample Description I-5 @ 28.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 4
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6070
Sample Description I-5 @ 33.5'
Soil Classification ALLUVIUM: Brown Silty fine Sand, trace medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 5
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6071
Sample Description I-5 @ 38.5'
Soil Classification ALLUVIUM: Brown fine to coarse Sand, little fine Gravel, little Silt California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 6
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6072
Sample Description I-5 @ 43.5'
Soil Classification ALLUVIUM: Brown fine Sandy Silt, trace Clay, trace medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 7
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6073
Sample Description I-5 @ 48.5'
Soil Classification ALLUVIUM: Brown Silty fine to coarse Sand, little fine Gravel, trace Clay nodules California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 8
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6074
Sample Description I-6 @ 13.5'
Soil Classification ALLUVIUM: Brown Silty fine Sand, trace medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 9
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6075
Sample Description I-6 @ 23.5'
Soil Classification ALLUVIUM: Brown fine Sandy Silt
California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 10
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6076
Sample Description I-6 @ 28.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 11
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6077
Sample Description I-6 @ 33.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand, trace fine Gravel, trace coarse Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 12
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6078
Sample Description I-6 @ 38.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand, trace coarse Sand, trace fine Gravel California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 13
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6079
Sample Description I-6 @43.5'
Soil Classification ALLUVIUM: Brown fine Sandy Silt
California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 14
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6080
Sample Description I-6 @48.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 15
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6081
Sample Description I-7 @13.5'
Soil Classification ALLUVIUM: Brown fine to coarse Sand, trace fine Gravel, trace Silt California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 16
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6082
Sample Description I-7 @18.5'
Soil Classification ALLUVIUM: Brown fine Sandy Silt, trace medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 17
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6083
Sample Description I-7 @23.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand, trace fine Gravel California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 18
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6084
Sample Description I-7 @33.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 19
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6085
Sample Description I-7 @38.5'
Soil Classification ALLUVIUM: Brown fine Sandy Silt, trace medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 20
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6086
Sample Description I-7 @43.5'
Soil Classification ALLUVIUM: Brown Silty fine Sand
California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 21
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6087
Sample Description I-7 @48.5'
Soil Classification ALLUVIUM: Brown Silty fine to coarse Sand, trace fine Gravel with 4-inch Silty Clay lens California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 22
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6088
Sample Description I-8 @13.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand, trace fine Gravel California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 23
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6089
Sample Description I-8 @23.5'
Soil Classification ALLUVIUM: Brown fine Sandy Silt
California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 24
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6090
Sample Description I-8 @28.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand, trace coarse Sand, trace fine Gravel California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 25
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6091
Sample Description I-8 @33.5'
Soil Classification ALLUVIUM: Brown Gravelly fine to coarse Sand, trace Silt California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 26
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6092
Sample Description I-8 @38.5'
Soil Classification ALLUVIUM: Brown Gray Gravelly fine to coarse Sand, trace Silt California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 27
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6093
Sample Description I-8 @48.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 28
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6094
Sample Description I-10 @8.5'
Soil Classification ALLUVIUM: Brown to Gray fine to coarse Sand, little fine Gravel California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 29
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6095
Sample Description I-11 @8.5'
Soil Classification ALLUVIUM: Gray Brown Silty fine to coarse Sand California Logistics Center
Ontario, CA
Project No. 21G197-3
PLATE C- 30
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6096
Sample Description I-12 @ 13.5'
Soil Classification ALLUVIUM: Gray Brown fine to coarse Sand, trace Silt, trace fine Gravel California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 31
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6097
Sample Description I-12 @ 18.5'
Soil Classification ALLUVIUM: Brown fine Sandy Silt, trace medium Sand California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 32
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6098
Sample Description I-12 @ 23.5'
Soil Classification Brown Silty fine to medium Sand
California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 33
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6099
Sample Description I-12 @ 28.5'
Soil Classification ALLUVIUM: Brown fine to medium Sandy Silt California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 34
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6100
Sample Description I-12 @ 33.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 35
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6101
Sample Description I-12 @ 43.5'
Soil Classification Brown Silty fine to medium Sand with 3±-inch fine Sandy Silt lens California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 36
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6102
Sample Description I-12 @ 48.5'
Soil Classification ALLUVIUM: Brown fine to coarse Sand, trace Silt, little fine Gravel California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 37
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6103
Sample Description I-13 @ 13.5'
Soil Classification ALLUVIUM: Gray fine to medium Sand, trace Silt California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 38
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6104
Sample Description I-13 @ 23.5'
Soil Classification ALLUVIUM: Brown Silty fine Sand
California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 39
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6105
Sample Description I-13 @ 28.5'
Soil Classification ALLUVIUM: Brown fine to medium Sandy Silt California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 40
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6106
Sample Description I-13 @ 38.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 41
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6107
Sample Description I-13 @ 43.5'
Soil Classification ALLUVIUM: Brown Gravelly fine to coarse Sand, trace Silt California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 42
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6108
Sample Description I-13 @ 48.5'
Soil Classification ALLUVIUM: Brown fine to coarse Sand, little Silt, little fine Gravel California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 43
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6109
Sample Description I-14 @ 13.5'
Soil Classification ALLUVIUM: Gray Silty fine Sand, trace medium Sand California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 44
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6110
Sample Description I-14 @ 23.5'
Soil Classification ALLUVIUM: Brown fine to medium Sandy Silt California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 45
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6111
Sample Description I-14 @ 33.5'
Soil Classification ALLUVIUM: Brown fine to coarse Sand, trace Silt California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 46
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6112
Sample Description I-14 @ 38.5'
Soil Classification ALLUVIUM: Brown Silty fine Sand, trace fine Gravel California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 47
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6113
Sample Description I-14 @ 43.5'
Soil Classification ALLUVIUM: Brown fine Sandy Silt
California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 48
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6114
Sample Description I-14 @ 48.5'
Soil Classification ALLUVIUM: Brown Silty fine to medium Sand California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 49
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6115
Sample Description I-15 @ 8.5'
Soil Classification ALLUVIUM: Brown fine to coarse Sand, trace Silt, trace fine Gravel California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 50
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6116
Sample Description I-16@ 8.5'
Soil Classification ALLUVIUM: Gray Brown Gravelly fine to coarse Sand, trace Silt California Logistics Center
Ontario, California
Project No. 21G197-3
PLATE C- 51
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 6117
22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com October 26, 2021
McDonald Property Group
1140 N. Coast Highway
Laguna Beach, California 92651
Attention: Mr. Bruce McDonald
President
Project No.: 21G197-2
Subject: Preliminary Infiltration Testing
Proposed California Logistics Center
SEC Airport Drive and Haven Avenue
Ontario, California
Reference: Feasibility Study, Proposed California Logistics Center, SEC Airport Drive and Haven Avenue, Ontario, California, prepared by Southern California Geotechnical, Inc. (SCG) for McDonald Property Group, SCG Project No. 21G197-1, dated October 25, 2021.

Mr. McDonald:

In accordance with your request, we have conducted preliminary infiltration testing at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our preliminary design recommendations.

Scope of Services
The scope of services performed for this project was in general accordance with our Proposal No. 21P320, dated July 1, 2021. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rates of the onsite soils. The infiltration testing was performed in general accordance with the guidelines published in the Riverside County – Low Impact Development BMP Design Handbook – Section

2.3 of Appendix A, prepared for the Riverside County Department of Environmental Health (RCDEH), dated December, 2013. The San Bernardino County standards defer to the guidelines published by the RCDEH.

Site and Project Description
The subject site is located at the southeast corner of Airport Drive and Haven Avenue in Ontario, California. The site is bounded to the west by Haven Avenue, to the north by Airport Drive, to the east by Doubleday Avenue and commercial/industrial development, and to the south by Jurupa Street and commercial/industrial buildings. It should be noted that Airport Drive, which borders the northern boundary of the site, turns into South Commerce Parkway and transects the site in a north-to-south direction. The site is also partially transected by Carnegie Avenue (trending north-to-south), as well as Santa Ana Street and La Salle Street (both trending east-to-west). The subject site does not include a 42-acre area located adjacent to Haven Avenue, between proposed 6118
Proposed California Logistics Center – Ontario, CA
Project No. 21G197-2

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Ontario City CouncilMarch 21, 2023

Ontario City Council
March 21, 2023