HomeMy WebLinkAboutAppendix I1 - Preliminary Hydrology Calculations
PRELIMINARY HYDROLOGY
CALCULATIONS
FOR
SLOVER AVENUE INDUSTRIAL BUILDINGS
13592 SLOVER AVENUE
FONTANA, CALIFORNIA
-
PREPARED FOR
ALERE PROPERTY GROUP LLC
100 BAYVIEW CIRCLE, SUITE 310
NEWPORT, CA 92660
PHONE: (949) 509-5000
FAX: (949) 509-5001
MARCH 15, 2021
REVISED JUNE 9,2021
JOB NO. 3950
PREPARED BY
THIENES ENGINEERING
14349 FIRESTONE BLVD.
LA MIRADA, CALIFORNIA 90638
(714) 521-4811
PRELIMINARY HYDROLOGY
CALCULATIONS
FOR
SLOVER AVENUE INDUSTRIAL BUILDINGS
PREPARED UNDER
THE SUPERVISION OF
_______________________________
REINHARD STENZEL , PE
R.C.E. 5615
EXP. 12/31/22
INTRODUCTION
A: PROJECT LOCATION
The project site is located on the north side of Slover Avenue east of Commerce Way in
Fontana, CA.
B: STUDY PURPOSE
The purpose of this study is to determine the 100-year, existing and proposed condition
peak flow rates from the project site that discharges to the existing storm drain in Slover
Avenue.
C: PROJECT STAFF:
Thienes Engineering staff involved in this study include:
Reinhard Stenzel
Kristie Ferronato
Eduardo Toledanes
DISCUSSION
The project is approximately 18.55 acres. Proposed improvements for the site include a
two warehouse buildings of about 144,270 and 210,840 square feet. The site will have two
truck yards in between the buildings separated by the railroad spur which will remain.
Vehicle parking will be located along the west, south, and east of the site. There will be
landscaping fronting Slover Avenue, along with additional landscaping throughout the
project site.
Existing Condition
The project site is currently fully paved with a construction supply business. There appears
to be material storage scatter throughout the site. The site drains southerly towards Slover.
The site is divided east and west by an existing rail road spur.
The eastern portion of the site drains southwesterly towards the east side of the rail road
spur. The 100-year peak flow rate is approximately 31.2 cfs. There are 2 existing 21’ wide
public catch basins here which collects this runoff.
The western portion of the site also drains southeasterly towards the Slover Avenue. The
100-year peak flow rate is approximately 26.9 cfs. There is an existing 21’ wide catch
basin just west of the project site, which collects the projects runoff. The total 100-year
peak flow rate at existing condition is approximately 58.1 cfs.
See Appendix A” for the existing storm drains plans, Appendix “B” for existing condition
hydrology calculations and Appendix “C” for existing condition hydrology map.
Off Site Storm Drain
The land north of the project site is Southern Pacific Railroad. There is an existing grated
catch basin near the northwest corner of the property. This inlet appears to capture runoff
from the rail road right of way. There is a storm drain conveying runoff from north of the
rail road to this catch basin. Then an existing 36” storm drains appears to continue
southerly connecting to the public storm drain in Slover. The alignment of this storm drain
through the project site is not clear at this time. There is an existing storm drain manhole
near the southwest property corner. This existing storm drain may need to be relocated to
avoid the proposed building and proposed utilities. The drainage pattern will not be altered
and the connection point to the Slover storm drain will remain.
Proposed Condition
The runoff from the east building will drain generally to the southwest. The northern drive
aisle and west portion of the building (Nodes 100-113) will drain towards the truck yard.
A series of catch basins will collect the runoff. A private storm drain will drain southerly
towards the driveway. The eastern portion of the building, the east drive aisle (Nodes 110-
113) will drain southerly towards an inlet. A private storm drain will convey the runoff
westerly towards the drive way. The runoff from the south vehicle parking will collected
and confluenced with the runoff from the east. Then the storm drain will connected with
the storm drain from the truck yard and continue southerly to the existing storm drain in
Slover Avenue. The 100-year peak flow rate (Node 114) is approximately 31.5 cfs.
The runoff from the western portion of the west building and the west drive aisle (Nodes
210-213) drains southerly to a proposed catch basin. The private storm drain will continue
easterly to the east side of the building collecting the runoff from the southern drive aisle.
The eastern portion of the building and the truck yard (Nodes 200-213) will drain to a
series of grated inlets in the truck yard. A private storm drain will convey the runoff
southerly and confluence with the runoff from the west. The storm drain will discharge to
the existing storm drain in Slover Avenue. The 100-year peak flow rate (Node 214) is
approximately 21.6 cfs.
The remaining southerly landscaped areas and portions of the southerly driveways along
the frontage of Slover will sheet flow into Slover. The 100-year peak flow rate is
approximately 2.1 cfs. (0.7 cfs + 1.0 cfs + 0.4 cfs)
The existing rail road spur which will remain will sheet flow southerly towards Slover
along with some landscaping areas for the west building. The 100-year peak flow rate
(Node 232) is approximately 2.4 cfs.
The total 100-year peak flow rate at proposed condition is approximately 57.6 cfs.
See Appendix "B" for proposed onsite condition hydrology calculations and Appendix “C”
for proposed condition hydrology map.
Summary
The sites drainage patterns are designed to mimic the existing condition drainage patterns.
The sites 100-year total discharge in the existing condition is approximately 58.1 cfs. The
sites 100-year total discharge in the proposed condition is approximately 57.6 cfs. which
is less than the existing condition detention is not required. Therefore, the development of
this project is not expected to have an adverse effect on downstream facilities.
Methodology
Hydrology calculations were computed using San Bernardino County’s Rational Method
Hydrology AES software. Truck yard detention was modeled via AES software’s Small
Unit Hydrograph Model. The soil classification was type “A” per the San Bernardino
County Hydrology Manual. Please refer to Appendix “A” for reference materials.
APPENDIX DESCRIPTION
A REFERENCE MATERIALS
B HYDROLOGY CALCULATIONS
C HYDROLOGY MAP
APPENDIX A
REFERENCE MATERIALS
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accomplished.
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APPENDIX B
HYDROLOGY CALCULATIONS
EXISTING CONDITION
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/99 License ID 1435
Analysis prepared by:
THIENES ENGINEERING
16800 VALLEY VIEW AVENUE
LA MIRADA CA 90638
PH: (714) 521-4811 FAX: (714) 521-4173
************************** DESCRIPTION OF STUDY **************************
* JOB #3950 SLOVER AVE INDUSTRIAL BLDG *
* EXISTING CONDITION 100-YEAR *
* NODES 110-111 110xP.DAT *
**************************************************************************
FILE NAME: C:\XDRIVE\3950\110X.DAT
TIME/DATE OF STUDY: 22:31 03/14/2021
============================================================================
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) = 1.3200
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 735.00
ELEVATION DATA: UPSTREAM(FEET) = 995.92 DOWNSTREAM(FEET) = 986.34
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.148
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.834
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 7.95 0.80 0.10 52 10.15
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 26.86
TOTAL AREA(ACRES) = 7.95 PEAK FLOW RATE(CFS) = 26.86
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 7.95 TC(MIN.) = 10.15
EFFECTIVE AREA(ACRES) = 7.95 AREA-AVERAGED Fm(INCH/HR)= 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS) = 26.86
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
1
X100.RES
____________________________________________________________________________
****************************************************************************
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:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY **************************
* TEI JOB NO 3950 *
* EXISTING CONDITION *
* 100 YEAR STORM EVENT *
**************************************************************************
FILE NAME: W:\3950\X100.DAT
TIME/DATE OF STUDY: 15:02 03/12/2021
============================================================================
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) = 1.3200
*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 100.00 TO NODE 101.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 680.00
ELEVATION DATA: UPSTREAM(FEET) = 999.12 DOWNSTREAM(FEET) = 991.63
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.174
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.828
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 3.80 0.74 0.100 52 10.17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 12.84
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 12.84
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 91
----------------------------------------------------------------------------
>>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM NODE ELEVATION(FEET) = 991.63
DOWNSTREAM NODE ELEVATION(FEET) = 990.29
CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00
"V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 100.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.485
Page 1
X100.RES
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 3.35 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.99
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.51
AVERAGE FLOW DEPTH(FEET) = 0.39 FLOOD WIDTH(FEET) = 37.71
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 11.90
SUBAREA AREA(ACRES) = 3.35 SUBAREA RUNOFF(CFS) = 10.28
EFFECTIVE AREA(ACRES) = 7.15 AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 7.1 PEAK FLOW RATE(CFS) = 21.95
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.42 FLOOD WIDTH(FEET) = 40.76
FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC) = 1.10
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 940.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 91
----------------------------------------------------------------------------
>>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM NODE ELEVATION(FEET) = 990.29
DOWNSTREAM NODE ELEVATION(FEET) = 988.66
CHANNEL LENGTH THRU SUBAREA(FEET) = 175.00
"V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 100.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.344
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 3.45 0.74 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.02
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.46
AVERAGE FLOW DEPTH(FEET) = 0.40 FLOOD WIDTH(FEET) = 39.39
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 12.74
SUBAREA AREA(ACRES) = 3.45 SUBAREA RUNOFF(CFS) = 10.15
EFFECTIVE AREA(ACRES) = 10.60 AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 10.6 PEAK FLOW RATE(CFS) = 31.20
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) = 41.68
FLOW VELOCITY(FEET/SEC.) = 3.57 DEPTH*VELOCITY(FT*FT/SEC) = 1.52
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1115.00 FEET.
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 10.6 TC(MIN.) = 12.74
EFFECTIVE AREA(ACRES) = 10.60 AREA-AVERAGED Fm(INCH/HR)= 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100
PEAK FLOW RATE(CFS) = 31.20
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
Page 2
PROPOSED CONDITION
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/99 License ID 1435
Analysis prepared by:
THIENES ENGINEERING
16800 VALLEY VIEW AVENUE
LA MIRADA CA 90638
PH: (714) 521-4811 FAX: (714) 521-4173
************************** DESCRIPTION OF STUDY **************************
* JOB #3950 SLOVER AVE INDUSTRIAL BLDG *
* PROPOSED CONDITION 100-YEAR *
* NODES 100-114 100P.DAT *
**************************************************************************
FILE NAME: C:\XDRIVE\3950\100P.DAT
TIME/DATE OF STUDY: 19:48 06/09/2021
============================================================================
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) = 1.3200
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 561.00
ELEVATION DATA: UPSTREAM(FEET) = 993.75 DOWNSTREAM(FEET) = 989.95
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.382
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.782
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 1.70 0.80 0.10 52 10.38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 5.66
TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 5.66
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 986.45 DOWNSTREAM(FEET) = 986.01
FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.93
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.66
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 11.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 706.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN) = 11.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.653
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.50 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.82
EFFECTIVE AREA(ACRES) = 3.20 AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 10.29
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 986.01 DOWNSTREAM(FEET) = 985.66
FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.56
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.29
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 11.44
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 826.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN) = 11.44
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.569
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.35 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 4.24
EFFECTIVE AREA(ACRES) = 4.55 AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.55 PEAK FLOW RATE(CFS) = 14.29
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 985.66 DOWNSTREAM(FEET) = 985.29
FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 14.29
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 11.83
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 946.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN) = 11.83
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.497
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.85 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 5.69
EFFECTIVE AREA(ACRES) = 6.40 AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) = 19.68
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 113.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 985.29 DOWNSTREAM(FEET) = 984.75
FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.39
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.68
PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 12.39
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 113.00 = 1127.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 416.00
ELEVATION DATA: UPSTREAM(FEET) = 993.75 DOWNSTREAM(FEET) = 990.63
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.026
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.113
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 3.00 0.80 0.10 52 9.03
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 10.89
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 10.89
****************************************************************************
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 987.13 DOWNSTREAM(FEET) = 985.17
FLOW LENGTH(FEET) = 619.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.76
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.89
PIPE TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 11.19
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 1035.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN) = 11.19
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.615
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.90 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.86
EFFECTIVE AREA(ACRES) = 3.90 AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 12.41
****************************************************************************
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 985.17 DOWNSTREAM(FEET) = 984.75
FLOW LENGTH(FEET) = 101.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.45
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.41
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 11.50
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 113.00 = 1136.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 12.41 11.50 3.557 0.80( 0.08) 0.10 3.9 110.00
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 113.00 = 1136.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.68 12.39 3.401 0.80( 0.08) 0.10 6.4 100.00
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 113.00 = 0.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 31.53 11.50 3.557 0.80( 0.08) 0.10 9.8 110.00
2 31.54 12.39 3.401 0.80( 0.08) 0.10 10.3 100.00
TOTAL AREA(ACRES) = 10.30
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 31.54 Tc(MIN.) = 12.391
EFFECTIVE AREA(ACRES) = 10.30 AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 10.30
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 113.00 = 1136.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 984.75 DOWNSTREAM(FEET) = 981.39
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.50
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 31.54
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.43
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 1181.00 FEET.
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 10.30 TC(MIN.) = 12.43
EFFECTIVE AREA(ACRES) = 10.30 AREA-AVERAGED Fm(INCH/HR)= 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS) = 31.54
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 31.53 11.54 3.550 0.80( 0.08) 0.10 9.8 110.00
2 31.54 12.43 3.395 0.80( 0.08) 0.10 10.3 100.00
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
1
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/99 License ID 1435
Analysis prepared by:
THIENES ENGINEERING
16800 VALLEY VIEW AVENUE
LA MIRADA CA 90638
PH: (714) 521-4811 FAX: (714) 521-4173
************************** DESCRIPTION OF STUDY **************************
* JOB #3950 SLOVER AVE INDUSTRIAL BLDG *
* PROPOSED CONDITION 100-YEAR *
* NODES 200-214 200P.DAT *
**************************************************************************
FILE NAME: C:\XDRIVE\3950\200P.DAT
TIME/DATE OF STUDY: 19:57 06/09/2021
============================================================================
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) = 1.3200
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 582.00
ELEVATION DATA: UPSTREAM(FEET) = 991.33 DOWNSTREAM(FEET) = 987.51
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.603
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.734
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 2.00 0.80 0.10 52 10.60
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 6.58
TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 6.58
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 983.52 DOWNSTREAM(FEET) = 983.14
FLOW LENGTH(FEET) = 126.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.15
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.58
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 11.11
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 708.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN) = 11.11
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.631
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.95 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 3.04
EFFECTIVE AREA(ACRES) = 2.95 AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.95 PEAK FLOW RATE(CFS) = 9.43
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 983.14 DOWNSTREAM(FEET) = 982.78
FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.53
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.43
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 11.55
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 828.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN) = 11.55
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.548
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.15 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 3.59
EFFECTIVE AREA(ACRES) = 4.10 AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 12.80
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 213.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 982.78 DOWNSTREAM(FEET) = 982.37
FLOW LENGTH(FEET) = 138.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.72
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.80
PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 12.04
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 213.00 = 966.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 577.00
ELEVATION DATA: UPSTREAM(FEET) = 991.11 DOWNSTREAM(FEET) = 986.94
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.365
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.786
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 2.05 0.80 0.10 52 10.36
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 6.84
TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) = 6.84
****************************************************************************
FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 983.71 DOWNSTREAM(FEET) = 983.48
FLOW LENGTH(FEET) = 76.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.19
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.84
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.67
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 653.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN) = 10.67
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.721
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.65 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 2.13
EFFECTIVE AREA(ACRES) = 2.70 AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 8.85
****************************************************************************
FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 983.48 DOWNSTREAM(FEET) = 982.37
FLOW LENGTH(FEET) = 361.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.39
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.85
PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 12.04
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 1014.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.85 12.04 3.461 0.80( 0.08) 0.10 2.7 210.00
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 1014.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 12.80 12.04 3.461 0.80( 0.08) 0.10 4.1 200.00
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 213.00 = 0.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.64 12.04 3.461 0.80( 0.08) 0.10 6.8 210.00
2 21.64 12.04 3.461 0.80( 0.08) 0.10 6.8 200.00
TOTAL AREA(ACRES) = 6.80
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 21.64 Tc(MIN.) = 12.036
EFFECTIVE AREA(ACRES) = 6.80 AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 6.80
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 1014.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 982.37 DOWNSTREAM(FEET) = 979.69
FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.33
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 21.64
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.08
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 214.00 = 1057.00 FEET.
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 6.80 TC(MIN.) = 12.08
EFFECTIVE AREA(ACRES) = 6.80 AREA-AVERAGED Fm(INCH/HR)= 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS) = 21.64
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.64 12.08 3.454 0.80( 0.08) 0.10 6.8 200.00
2 21.64 12.08 3.454 0.80( 0.08) 0.10 6.8 210.00
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
1
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/99 License ID 1435
Analysis prepared by:
THIENES ENGINEERING
16800 VALLEY VIEW AVENUE
LA MIRADA CA 90638
PH: (714) 521-4811 FAX: (714) 521-4173
************************** DESCRIPTION OF STUDY **************************
* JOB #3950 SLOVER AVE INDUSTRIAL BLDG *
* PROPOSED CONDITION 100-YEAR *
* NODES 230-232 230P.DAT *
**************************************************************************
FILE NAME: C:\XDRIVE\3950\230P.DAT
TIME/DATE OF STUDY: 14:08 06/09/2021
============================================================================
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) = 1.3200
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE 230.00 TO NODE 231.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 478.00
ELEVATION DATA: UPSTREAM(FEET) = 995.22 DOWNSTREAM(FEET) = 991.93
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.707
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.937
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.40 0.80 0.10 52 9.71
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 1.39
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.39
****************************************************************************
FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 991.93 DOWNSTREAM(FEET) = 988.80
CHANNEL LENGTH THRU SUBAREA(FEET) = 377.00 CHANNEL SLOPE = 0.0083
CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
CHANNEL FLOW THRU SUBAREA(CFS) = 1.39
FLOW VELOCITY(FEET/SEC) = 1.72 FLOW DEPTH(FEET) = 0.31
TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 13.35
LONGEST FLOWPATH FROM NODE 230.00 TO NODE 232.00 = 855.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN) = 13.35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.252
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.45 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.28
EFFECTIVE AREA(ACRES) = 0.85 AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) = 2.43
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.85 TC(MIN.) = 13.35
EFFECTIVE AREA(ACRES) = 0.85 AREA-AVERAGED Fm(INCH/HR)= 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS) = 2.43
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
1
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/99 License ID 1435
Analysis prepared by:
THIENES ENGINEERING
16800 VALLEY VIEW AVENUE
LA MIRADA CA 90638
PH: (714) 521-4811 FAX: (714) 521-4173
************************** DESCRIPTION OF STUDY **************************
* JOB #3950 SLOVER AVE INDUSTRIAL BLDG *
* PROPOSED CONDITION 100-YEAR *
* NODES 300-301 300P.DAT *
**************************************************************************
FILE NAME: C:\XDRIVE\3950\300P.DAT
TIME/DATE OF STUDY: 14:11 06/09/2021
============================================================================
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) = 1.3200
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 422.00
ELEVATION DATA: UPSTREAM(FEET) = 988.92 DOWNSTREAM(FEET) = 987.29
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.366
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.785
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.20 0.80 0.10 52 10.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 0.67
TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.67
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.20 TC(MIN.) = 10.37
EFFECTIVE AREA(ACRES) = 0.20 AREA-AVERAGED Fm(INCH/HR)= 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS) = 0.67
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
1
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/99 License ID 1435
Analysis prepared by:
THIENES ENGINEERING
16800 VALLEY VIEW AVENUE
LA MIRADA CA 90638
PH: (714) 521-4811 FAX: (714) 521-4173
************************** DESCRIPTION OF STUDY **************************
* JOB #3950 SLOVER AVE INDUSTRIAL BLDG *
* PROPOSED CONDITION 100-YEAR *
* NODES 320-321 320P.DAT *
**************************************************************************
FILE NAME: C:\XDRIVE\3950\320P.DAT
TIME/DATE OF STUDY: 14:39 06/09/2021
============================================================================
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) = 1.3200
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE 320.00 TO NODE 321.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 292.00
ELEVATION DATA: UPSTREAM(FEET) = 986.12 DOWNSTREAM(FEET) = 985.16
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.239
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.056
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.10 0.80 0.10 52 9.24
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 0.36
TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.36
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.10 TC(MIN.) = 9.24
EFFECTIVE AREA(ACRES) = 0.10 AREA-AVERAGED Fm(INCH/HR)= 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS) = 0.36
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
1
APPENDIX C
HYDROLOGY MAP