HomeMy WebLinkAboutSierra Business ParkD
HYDROLOGY AND HYDRAULIC
CALCULATIONS
FOR
SIERRA BUSINESS PARK
SOUTH EAST CORNER
OF
SLOVER AVENUE AND SIERRA AVENUE
PREPARED FOR
LENNAR PARTNERS
PREPARED BY:
C4 HUITT-ZOLLARS
1101 SOUTH MILLIKEN AVENUE, SUITE #G
ONTARIO, CALIFORNIA 91761
APRIL 1, 2005
PROJECT NO.11
APP 2 N 2005
THE APPROVAL OF THIS PLAN AND SPECIFICATIONS
SHALL NOT BE HELD TO PERMIT OR TO BE AN APPROVAL
OF THE VIOLATION OF ANY FEDERAL, STATE, COUNTY OR
CITY LAWS OR ORDINANCES.
WILLDAN
G
e
.,
Q�pFESS/pN
Ui No. 33366
C
Maurice H. Murad
R.C.E. No. #C33366
Expires 6-30-2006
Title
Introduction
Location
Purpose
Previous Studies
Hydrologic Analysis
Hydraulic Analysis
Conclusions
r^
IN
Table of Contents
Page
1
1
1
1
2
2
2
List of Technical Appendices
Technical Appendix A
Technical Appendix B
Technical Appendix C
Technical Appendix D
Technical Appendix E
t
Technical Appendix F
Technical Appendix G
Technical Appendix H
Technical Appendix I
Technical Appendix J
Technical Appendix K
Hydrologic Analysis
Sierra Avenue Storm Drain System
Hydrologic Analysis
Line A
Hydrologic Analysis
Line H
Hydrologic Analysis
Line F
Hydrologic Analysis
Lateral T
Hydrologic Analysis
Lateral J-4
Hydrologic Analysis
Lateral B-2
Hydraulic Analysis
Sierra Avenue Storm Drain System
Hydraulic Analysis
Line A
Hydraulic Analysis
Line H
Hydraulic Analysis
Line F
8
9
List of Technical Appendices (continued)
Technical Appendix L Hydraulic Analysis
Lateral T
Technical Appendix M Hydraulic Analysis
Lateral J-4
Technical Appendix N Hydraulic Analysis
Lateral B-2
Technical Appendix O Hydrology Map
Ultimate Condition
Technical Appendix P Hydraulic Analysis
Sierra Avenue / Slover Avenue Storm Drain
Technical Appendix Q Hydrologic Analysis
Master Hydrology Study for Empire Center
Technical Appendix R Hydrology Map
Master Hydrology Study for Empire Center
a
Introduction
A hydrologic and hydraulic analysis has been prepared for the Sierra Business. Park. This
proposed development accepts offsite flows from the north and conveys them through the
development in both existing and proposed drainage facilities.
Location
The Sierra Business Park site is located south of Slover Avenue, east of Sierra Avenue, north of
Santa Ana Avenue, and generally west of Tamarind Avenue in the City of Fontana, California.
The development north of the site is fully developed and conveys flows in storm drains to the
Sierra Business Park.
Purpose
This report has been developed to estimate 100 -year peak flow rates for mainline storm drain
facilities based on the ultimate, built out, condition for the site. Additionally, this report has been
developed to evaluate these mainline drainage improvements necessary to convey these flows to
downstream receiving facilities.
Previous Studies
This report is based on hydrologic analyses that have been previously completed. These
previous reports are:
Master Hydrology Study for Empire Center Lines A, B, & C
Hall & Foreman, Inc — January 28, 1992
Preliminary Hydrology & Hydraulic Calculations for Sierra Business Park (Onsite)
Huitt Zollars, Inc — November 1, 2003
Hydrology & Hydraulic Calculations for Sierra Business Park (Area Drainage Plan)
Huitt Zollars, Inc — July 19, 2004
Page 1
9
Hydrologic Analysis
The basis for the offsite and the onsite — ultimate hydrologic calculations is the previous studies.
The offsite hydrologic analyses have been reproduced from the previous studies and are
included, along with the Hydrology Map, in Technical Appendices Q and K Modifications were
made to the previous onsite studies to incorporate the latest drainage plans for the area. These
hydrologic analyses are contained in Technical Appendices A through E.
100 -year return event rational method analyses were completed for the ultimate drainage
conditions. The onsite — ultimate drainage condition represents a completely built out site and
was evaluated using a "Commercial" hydrologic cover for all pads. The offsite hydrologic
analysis also represents a fully developed condition for the upstream offsite area. Hydrologic
soil type `B" was used for all onsite drainage analyses
Hydraulic Analysis
A hydraulic analysis was completed for the mainline storm drain facilities under the ultimate
drainage condition. The 100 -year peak flow rates determined by the onsite — ultimate hydrologic
analysis were used for the hydraulic calculations. The controlling hydraulic grade lines for the
mainline storm drain systems, with the exception of Line F and Laterals T, J-4, & B-2, were
taken from the calculations for the existing storm drain system in Sierra / Slover in the
Hydrology & Hydraulic Calculations for Sierra Business Park (Area Drainage Plan) report
contained in Technical Appendix P. The hydraulic grade line for Line F was taken from the
Preliminary Hydrology & Hydraulic Calculations for Sierra Business Park (Onsite) report. The
hydraulic analyses are contained in Technical Appendices H through N.
Conclusions
The hydrologic analysis presents the rational method 100 -year peak flow rateg for the ultimate
drainage conditions. The hydraulic analyses indicate that all hydraulic grade lines are below
mainline manhole rim elevations and proposed catch basin flowlines on the proposed mainline
storm drain systems.
Page 2
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) copyright 1983-93 Advanced Engineering software (aes)
ver. 1.9B Release Date: 7/18/93 License ID 1202
Analysis prepared by:
HUITT-ZOLLARS, INC.
1101 S. MILLIKEN, SUITE G
ONTARIO, CALIFORNIA 91761
TEL: (909) 390-8400 - FAx: (909) 390-8406
************************** DESCRIPTION OF STUDY **************************
SIERRA BUSINESS PARK - FONTANA
SIERRA AVENUE STORM DRAIN
HYDROLOGIC ANALYSIS - 100 -YEAR - ULTIMATE CONDITION
FILE NAME: 0405G100.DAT
TIME/DATE OF STUDY: 18:27 3/31/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 920
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400
SLOPE OF INTENSITY DURATION CURVE = .6000
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 15
----------------------------------------------------------------------------
»»>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK #
Q(CFS)
1 DEFINED
TC(MIN.)
AS FOLLOWS:
Fp(INCH/HR) Ap
FM(INCH/HR)
Ae(ACRES)
1 110.39
10.30
.643 .25
.161
31.95
2 123.04
14.98
.638 .26
.163
45.25
3 122.74
15.12
.638 .26
.164
45.41
TOTAL AREA =
45.41
45.41
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 14
----------------------------------------------------------------------------
»»>MEMORY BANK # 1 COPIED ONTO MAIN -STREAM MEMORY««<
MAIN -STREAM MEMORY DEFINED
Q(CFS) TC(MIN.)
AS FOLLOWS:
Fp(INCH/HR)
App
FM(INCH/HR)
Ae(ACRES)
1 110.39
10.30
.643
.25
.161
31.95
2 123.04
14.98
.638
.26
.163
45.25
3 122.74
15.12
.638
.26
.164
45.41
Page 1
TOTAL AREA = 45.41
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 1004.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.2
UPSTREAM NODE ELEVATION(FEET = 1076.30
DOWNSTREAM NODE ELEVATION(FEET) = 1070.10
FLOW LENGTH(FEET) = 659.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 123.04
TRAVEL TIME(MIN.) _ .90 TC(MIN.) = 15.88
FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
,w•.. TOTAL NUMBER OF STREAMS = 2
(`✓ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.88
RAINFALL INTENSITY(INCH/HR) = 2.98
AREA -AVERAGED Fm(INCH/HR) = .16
AREA -AVERAGED Fp INCH/HR) = .64
AREA -AVERAGED Ap = 26
EFFECTIVE STREAM AREA(ACRES) = 45.25
TOTAL STREAM AREA(ACRES) = 45.41
PEAK FLOW RATE(CFS) AT CONFLUENCE = 123.04
FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00
UPSTREAM ELEVATION(FEET) = 1080.00
DOWNSTREAM ELEVATION(FEET) = 1079.00
ELEVATION DIFFERENCE FEET = 1.00
TC(MIN.) = .304*[( 265.00** 3.00)/( 1.00)]** .20 = 8.646
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.285
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 3.03
TOTAL AREA(ACRES) = .80 PEAK FLOW RATE(CFS) = 3.03
Page 2
�! FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 3.9
UPSTREAM NODE ELEVATION(FEET) = 1078.47
DOWNSTREAM NODE ELEVATION(FEET) = 1077.70
FLOW LENGTH(FEET) = 154.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.03
TRAVEL TIME(MIN.) _ .66 TC(MIN.) = 9.30
FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
- - - - - - - --------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.101
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) _ .36
EFFECTIVE AREA(ACRES) _ .90 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 3.26
TC(MIN) = 9.30
000,
FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE _ 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 2.5
UPSTREAM NODE ELEVATION(FEET = 1077.70
DOWNSTREAM NODE ELEVATION(FEET) = 1077.45
FLOW LENGTH(FEET) = 166.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.26
TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 10.40
FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.834
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 17.93
EFFECTIVE AREA(ACRES) = 6.20 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 20.98
TC(MIN) = 10.40
Page 3
FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
=____--__--------------------------
------------------------------------
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.7 INCHES
PIPE -FLOW. VELOCITY(FEET/SEC.) = 14.3
UPSTREAM NODE ELEVATION( FEET)) = 1070.10
DOWNSTREAM NODE ELEVATION(FEET) = 1069.80
FLOW LENGTH(FEET) = 23.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES =. 1
PIPE-FLOW(CFS) = 139.51
'"0'' Page 4
FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
- -------------- ---------
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.1
UPSTREAM NODE ELEVATION(FEET) = 1077.45
DOWNSTREAM NODE ELEVATION(FEET) = 1071.29
FLOW LENGTH(FEET) = 216.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.98
TRAVEL TIME(MIN.) _ .30 TC(MIN.) = 10.70
FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 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.) = 10.70
RAINFALL INTENSITY(INCH/HR) = 3.77
AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 6.20
TOTAL STREAM AREA(ACRES) = 6.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.98
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensit Fp Ap FM
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES)
1 130.76 11.23 3.663 .65 .23 .15
38.15
2 139.51 15.88 2.975 .64 .24 .15
51.45
3 139.11 16.02 2.960 .64 .24 .15
51.61
4 129.42 10.70 3.770 .65 .23 .15
36.66
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE CFS) = 139.51 TC(MIN.) = 15.878
EFFECTIVE AREA(ACRES) = 51.45 AREA -AVERAGED FM(INCH/HR) _
.15
AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .24
TOTAL AREA(ACRES) = 51.61
FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
=____--__--------------------------
------------------------------------
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.7 INCHES
PIPE -FLOW. VELOCITY(FEET/SEC.) = 14.3
UPSTREAM NODE ELEVATION( FEET)) = 1070.10
DOWNSTREAM NODE ELEVATION(FEET) = 1069.80
FLOW LENGTH(FEET) = 23.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES =. 1
PIPE-FLOW(CFS) = 139.51
'"0'' Page 4
TRAVEL TIME(MIN.) = .03 TC(MIN.) = 15.91
****************************************************************************
FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
-------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.972
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.43
EFFECTIVE AREA(ACRES) = 53.15 AREA -AVERAGED Fm(INCH/HR) _ .15
AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23
TOTAL AREA(ACRES) = 53.31 PEAK FLOW RATE(CFS) = 139.51
TC(MIN) = 15.91
****************************************************************************
FLOW PROCESS FROM NODE 1005.00 TO NODE 1014.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
------------
-------------------------------------
DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5
UPSTREAM NODE ELEVATION(FEET) = 1069.80
DOWNSTREAM NODE ELEVATION(FEET) = 1068.10
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 139.51
TRAVEL TIME(MIN.) = .19 TC(MIN.) = 16.09
****************************************************************************
FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 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. = 16.09
RAINFALL INTENSITY(INCH/HR) = 2.95
AREA -AVERAGED FM(INCH/HR) _ .15
AREA -AVERAGED F ((INCH/HR = .65
AREA -AVERAGED Ap = 23
EFFECTIVE STREAM AREA(ACRES) = 53.15
TOTAL STREAM AREA(ACRES) = 53.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.51
FLOW PROCESS FROM NODE 1010.00 TO NODE 1011.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL N
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 223.00
UPSTREAM ELEVATION(FEET) = 1079.00
DOWNSTREAM ELEVATION(FEET) = 1077.00
ELEVATION DIFFERENCE(FEET) = 2.00
TC(MIN.) = .304*[( 223.00** 3.00)/( 2.00)]** .20 = 6.787
Page 5
r
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.955
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 4.39
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 4.39
FLOW PROCESS FROM NODE 1011.00 TO NODE 1012.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 4.3
UPSTREAM NODE ELEVATION(FEET = 1071.84
DOWNSTREAM NODE ELEVATION(FEET) = 1070.75
FLOW LENGTH(FEET) = 218.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.39
TRAVEL TIME(MIN.) _ .85 TC(MIN.) = .7.63
FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------
100
--------100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.617
rte` SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.64
EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 5.72
TC(MIN) = 7.63
FLOW PROCESS FROM NODE 1012.00 TO NODE 1013.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
--------------------------------���--------=_-
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 4.5
UPSTREAM NODE ELEVATION(FEET = 1070.75
DOWNSTREAM NODE ELEVATION(FEET) = 1070.05
FLOW LENGTH(FEET) = 140.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.72
TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 8.15
FLOW PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
___________________=_==__=__=_____==__=----------------------- --
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.440
,�^ Page 6
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 5.50
EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 11.00
TC(MIN) = 8.15
FLOW PROCESS FROM NODE 1013.00 TO NODE 1014.00 IS CODE = 3
--------------------------- 7 ------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 5.3
UPSTREAM NODE ELEVATION(FEET = 1070.05
DOWNSTREAM NODE ELEVATION(FEET) = 1069.50
FLOW LENGTH(FEET) = 104.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.00
TRAVEL TIME(MIN.) _ .33 TC(MIN.) = 8.47
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 146.93 TC(MIN.) = 16.091
EFFECTIVE AREA(ACRES) = 55.95 AREA -AVERAGED FM(INCH/HR) _ .15
AREA -AVERAGED Fp(INCH/HR) _ .65 AREA -AVERAGED Ap .23
TOTAL AREA(ACRES) = 56.11
FLOW PROCESS FROM NODE 1014.00 TO NODE 1015.00 IS CODE = 3
Page 7
FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 IS CODE =
1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
COMPUTE VARIOUS STREAM _VALUES««<
------ M___-
_»»>AND _CONFLUENCED_
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.47
RAINFALL INTENSITY(INCH/HR) = 4.34
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 2.80
TOTAL STREAM AREA(ACRES) = 2.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC IntenSit Fp Ap FM
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR)
(ACRES)
1 138.84 10.92 3.725 .66 .21 .14
41.16
2 139.92 11.44 3.622 .66 .21 .14
42.65
3 146.93 16.09 2.952 .65 .23 .15
55.95
4 146.50 16.23 2.936 .65 .23 .15
56.11
5 128.60 8.47 4.337 .66 .21 .14
32.57
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 146.93 TC(MIN.) = 16.091
EFFECTIVE AREA(ACRES) = 55.95 AREA -AVERAGED FM(INCH/HR) _ .15
AREA -AVERAGED Fp(INCH/HR) _ .65 AREA -AVERAGED Ap .23
TOTAL AREA(ACRES) = 56.11
FLOW PROCESS FROM NODE 1014.00 TO NODE 1015.00 IS CODE = 3
Page 7
10,
--
»»> UTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -------------------
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.8
UPSTREAM NODE ELEVATION(FEET) = 1068.10
DOWNSTREAM NODE ELEVATION(FEET) = 1066.30
FLOW LENGTH(FEET) = 153.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 146.93
TRAVEL TIME(MIN.) = .19 TC(MIN.) = 16.28
FLOW PROCESS FROM NODE 1015.00 TO NODE 1015.00 IS CODE = 8
--
--------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.931 -~ ~
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 1.80
EFFECTIVE AREA(ACRES) = 56.65 AREA -AVERAGED FM(INCH/HR) _ .15
AREA-AVEGED
TOTAL AREA(ACRES)(INCH/H56.81 .65 PEAK FLOW RATE(CFS) = 2146.93
TC(MIN) = 16.28
FLOW PROCESS FROM NODE 1015.00 TO NODE 1016.00 IS CODE = 3
---------------------------------------------------------------
-
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -------------
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5
UPSTREAM NODE ELEVATION(FEET) = 1066.30
DOWNSTREAM NODE ELEVATION(FEET) = 1065.40
FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 146.93
TRAVEL TIME(MIN.) = .10 TC(MIN.) = 16.37
FLOW PROCESS FROM NODE 1016.00 TO NODE 1016.00 IS CODE = 8
--
----------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.921
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) _ .77
EFFECTIVE AREA(ACRES) = 56.95 AREA -AVERAGED FM(INCH/HR) _ .15
AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .22
TOTAL AREA(ACRES) = 57.11 PEAK FLOW RATE(CFS) = 146.93
TC(MIN) = 16.37
Page 8
FLOW PROCESS FROM NODE 1016.00 TO NODE 1053.00 IS CODE = 3
-----------------------------------------------------------
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
-----------------------------
DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC. = 13.5
UPSTREAM NODE ELEVATION(FEET) = 1065.40
DOWNSTREAM NODE ELEVATION(FEET) = 1062.80
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES =. 1
PIPE-FLOW(CFS) = 146.93
TRAVEL TIME(MIN.) = .28 TC(MIN.) = 16.66
****************************************************************************
FLOW PROCESS FROM NODE 1053.00 TO NODE 1053.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
****************************************************************************
FLOW PROCESS FROM NODE 1020.00 TO NODE 1021.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 332.00
UPSTREAM ELEVATION(FEET) = 1077.00
DOWNSTREAM ELEVATION(FEET) = 1074.50
ELEVATION DIFFERENCE FEET = 2.50
TC(MIN.) = .304*[( 332.00** 3.00)/( 2.50)]** .20 = 8.241
100 YEAR RAINFALL INTENSITY( INCH/HR) = 4.410
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 7.80.
TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 7.80
FLOW PROCESS FROM NODE 1021.00 TO NODE 1022.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 4.9
UPSTREAM NODE ELEVATION(FEET = 1068.39
DOWNSTREAM NODE ELEVATION(FEET) = 1067.69
FLOW LENGTH(FEET) = 140.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.80
TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 8.71
FLOW PROCESS FROM NODE 1022.00 TO NODE 1022.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
- ===---------========= ==__ =__ = =_ =____==_______------------------
------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.265
Page 9
fir+ SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .EFFECTIVE AREA(ACRES) = 4 36.30 AREA-AVERAGEEDSUBAREAFFM(INCH/HR)6=21 .08
AREA -AVERAGED
TOTALAREA(ACRES)INCH/HR6.30 X75 PEAK FLOW RATE(CFS) = 1023.75
TC(MIN) = 8.71
FLOW PROCESS FROM NODE 1022.00 TO NODE 1023.00 IS CODE = 3
---
--------------------------------------
---------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
-=----
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES ---------------------
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5
UPSTREAM NODE ELEVATION(FEET) = 1067.69
DOWNSTREAM NODE ELEVATION(FEET) = 1066.91
FLOW LENGTH(FEET) = 155.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 23.75
TRAVEL TIME(MIN.) _ .40 TC(MIN.) = 9.11
FLOW PROCESS FROM NODE 1023.00 TO NODE 1023.00 IS CODE = 8
---
-----------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) =~4.151
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS SUBAREA AREA(ACRES)
= FRACTION, AP
OONSUBAREA RUNOFF(CFS) = 1.10
EFFECTIVE AREA(ACRES) = 6.60 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10•
TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 24.21
TC(MIN) = 9.11
FLOW PROCESS FROM NODE 1023.00 TO NODE 1023.00 IS CODE = 8
-------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.151
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.67
EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 27.88
TC(MIN) = 9.11
FLOW PROCESS FROM NODE 1023.00 TO NODE 1023.00 IS CODE = 8
-------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
'� Page 10
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.151
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.10
EFFECTIVE AREA(ACRES) = 7.90 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 28.98
TC(MIN) = 9.11
FLOW PROCESS FROM NODE 1023.00 TO NODE 1023.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.151
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.67
EFFECTIVE AREA(ACRES) = 8.90 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 8.90 PEAK FLOW RATE(CFS) = 32.65
TC(MIN) = 9.11
****************************************************************************
FLOW PROCESS FROM NODE 1023.00 TO NODE 1052.00 IS CODE = 3
-------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
--- -------------------- -- --- =______===___=_
----------------------------------------
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION(FEET) = 1066.31
DOWNSTREAM NODE ELEVATION(FEET) = 1063.93
FLOW LENGTH(FEET) = 473.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 32.65
TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 10.25
FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 IS CODE = •10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««<
****************************************************************************
FLOW PROCESS FROM NODE 1030.00 TO NODE 1031.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
------------------------------------------------
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 187.00
UPSTREAM ELEVATION(FEET) = 1077.50
DOWNSTREAM ELEVATION(FEET) = 1076.50
ELEVATION DIFFERENCE(FEET) = 1.00
TC(MIN.) = .304*[( 187.00** 3.00)/( 1.00)]** .20 = 7.014
Page 11
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.857
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 3.44
TOTAL AREA(ACRES) = .80 PEAK FLOW RATE(CFS) = 3.44
****************************************************************************
FLOW PROCESS FROM NODE 1031.00 TO NODE 1041.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
---------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 5.4
UPSTREAM NODE ELEVATION(FEET� = 1069.03
DOWNSTREAM NODE ELEVATION(FEET) = 1068.80
FLOW LENGTH(FEET) = 21.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.44
TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 7.08
FLOW PROCESS FROM NODE 1041.00 TO NODE 1041.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN. = 7.08
RAINFALL INTENSITY(INCH/HR� = 4.83
AREA -AVERAGED FmINCH/HR = .08
AREA -AVERAGED Fp INCH/% _ .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) _ .80
TOTAL STREAM AREA(ACRES) = .80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.44
FLOW PROCESS FROM NODE 1040.00 TO NODE 1041.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 455.00
UPSTREAM ELEVATION(FEET) = 1075.00
DOWNSTREAM ELEVATION(FEET) = 1074.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC(MIN.) = .304*[( 455.00** 3.00)/( 1.00)]** .20 = 11.959
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.527
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 1.55
TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 1.55
Page 12
P
FLOW PROCESS FROM NODE 1041.00 TO NODE 1041.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.96
RAINFALL INTENSITY(INCH/HR) = 3.53
AREA -AVERAGED FM(INCH/HR) _ .08
F ((
AREA -AVERAGED INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) _ .50
TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensit Fp Ap Fm Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES)
1 4.71 7.08 4.831 .75 .10 .08 1.10
2 4.05 11.96 3.527 .75 .10 .08 1.30
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOWRATEICFS) = 4.71 TC(MIN.) = 7.079
EFFECTIVE AREA ACRES) = 1.10 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.30
FLOW PROCESS FROM NODE 1041.00 TO NODE 1052.00 IS CODE = 3
1 ----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.2
UPSTREAM NODE ELEVATION(FEET) = 1068.60
DOWNSTREAM NODE ELEVATION(FEET) = 1064.43
FLOW LENGTH(FEET) = 33.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.71
TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 7.12
****************************************************************************
FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.12
RAINFALL INTENSITY(INCH/HR) = 4.81
AREA -AVERAGED Fm INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 1.10
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.71
�'"'" Page 13
lo. l
FLOW PROCESS FROM NODE 1050.00 TO NODE 1051.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 456.00
UPSTREAM ELEVATION(FEET) = 1075.00
DOWNSTREAM ELEVATION FEET = 1074.00
ELEVATION DIFFERENCE FEET3 = 1.00
TC(MIN.) = 304*[( 456.00** 3.00)/( 1.00)]** .20 = 11.974
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.524
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 1.55
TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 1.55
****************************************************************************
FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. = 12.06
RAINFALL INTENSITY(INCH/HR� = 3.51
AREA -AVERAGED Fm(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) _ .50
TOTAL STREAM AREA(ACRES) = 50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55
RAINFALL INTENSITY AND
FLOW PROCESS FROM NODE 1051.00 TO NODE 1052.00 IS CODE = 3
----------------------------------------------------------------------------
RATIO
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
FORMULA USED
----------------------------------------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 8.1
foo*,,
UPSTREAM NODE ELEVATION(FEET� = 1067.00
DOWNSTREAM
FLOW LENGTH(FEET) LEVATI4
EET)40.00 MANNING'SN = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLW(CFS) = 1.55
TC
TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 12.06
****************************************************************************
FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. = 12.06
RAINFALL INTENSITY(INCH/HR� = 3.51
AREA -AVERAGED Fm(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) _ .50
TOTAL STREAM AREA(ACRES) = 50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55
RAINFALL INTENSITY AND
TIME OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA USED
FOR 2 STREAMS.
**
PEAK FLOW RATE TABLE
**
Q
TC
Intensit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
5.97
7.12
4.815
.75
.10
.08
1.39
2
5.60
12.00
3.520
.75
.10
.08
1.80
3
5.59
12.06
3.510
.75
.10
.08
1.80
Page 14
2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.97 TC(MIN.) = 7.118
EFFECTIVE AREA(ACRES) = 1.39 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.80
****************************************************************************
FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 IS CODE = 11 ------
------------------
-----------------------------------
»»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««<__-_---_-_
** PEAK FLOW RATE TABLE **
TC intensit
Fp
pp
Fm
Ae
(CFS) (MIN.) (INCH/HR�
(INCH/HR)
(MIN •)
7.21
(INCH/HR)
(ACRES)
7.57
1 34.31 7.12 4.815
2 35.24 12.00 3.520
.75
.75
.10
.10
.07
.07
10.70
3 35.15 12.06 3.510
.75
.10
.07
10.70
10.55
4 38.39 10.25 3.870
.75
.10
.07
TOTAL AREA = 10.70
COMPUTED CONFLUENCE ESTIMATES ARE
RATE(CFS) = 38.39
AS FOLLOWS:
TC(MIN.) =
10.246
PEAK FLOW
EFFECTIVE AREA(ACRES) = 10.55
AREA -AVERAGED
Fm(iNCH/HR)
_ .07
AREA-AVERAGED.75
AREA -AVERAGED
AP = .10
S)10.70INCH/HR
TOTALAREA(ACRES)
FLOW
-- PROCESS FROM NODE 1052.00 TO NODE 1052.00 IS CODE= --12------------
»»>CLEAR_MEMORY -BANK # 2««<_________________MN=====___________-____
FLOW PROCESS FROM NODE 1052.00 TO NODE 1053.00 IS CODE= ---3------------
----------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<___ _�-_--
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5
UPSTREAM NODE ELEVATION(FEET) = 1063.93
DOWNSTREAM NODE ELEVATION(FEET) = 1063.79
FLOW LENGTH(FEET) = 36.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 38.39
TRAVEL TIME(MIN.) = .09 TC(MIN.) = 10.34
****************************************************************************
FLOW PROCESS FROM NODE 1053.00 TO NODE 1053.00 IS CODE= --11------------
__ ---------------------------
----------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
** PEAK FLOW RATE TABLE
Q TC
**
intensit
Fp
(INCH/HR)
pp
Fm
(INCH/HR)
Ae
(ACRES)
(CFS)
1 152.25
(MIN •)
7.21
(INCH/HR
4.777
.67
.18
.12
34.33
48.66
2 172.40
3 175.28
10.34
12.09
3.849
3.503
.67
.67
.18
.19
.12
.13
54.58
Page 15
f""
4 175.27
12.15
3.493
.67
.19
.13
54.75
42.90
5 165.31
6 175.16
9.05
11.49
4.169
3.613
.67
.67
.18
.19
.12
.12
52.81
7 175.30
12.01
3.518
.67
.19
.13
54.34
67.65
8 175.88
9 175.30
16.66
16.80
2.891
2.876
.66
.66
.20
.21
.13
.13
67.81
TOTAL AREA =
67.81
COMPUTED CONFLUENCE ESTIMATES ARE
RATE(CFS) = 175.88
AS FOLLOWS:
TC(MIN.) =
16.659
PEAK FLOW
EFFECTIVE AREA(ACRES)
=
67.65
AREA -AVERAGED
FM(INCH/HR) _
.13
AREA -AVERAGED
Fp(INCH/HR)
_ .66
AREA -AVERAGED
Ap = .20
TOTAL AREA(ACRES)
= 67.81
FLOW PROCESS FROM NODE 1053.00 TO NODE 1053.00 IS CODE =12_---_----_--
---------------------------------------------------
--
»»>CLEAR MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 1053.00 TO NODE 1063.00 IS CODE= -+-3 --------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
MDEPTH OF FLOW IN 54.0 INCH PIPE IS 40.7 INCHES N
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.7
UPSTREAM NODE ELEVATION(FEET) = 1062.80
DOWNSTREAM NODE ELEVATION(FEET) = 1060.10
FLOW LENGTH(FEET) = 270.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
" PIPE-FLOW(CFS) = 175.88
TRAVEL TIME(MIN.) = .33 TC (MIN.) = 16.99
****************************************************************************
FLOW PROCESS FROM NODE 1063.00 TO NODE 1063.00 IS CODE ---------------
-------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.99
RAINFALL AREA-AVERAGEDNFMSSINCH/HRHR, .13.86
AREA -AVERAGED Fp(INCH/W = .66
AREA -AVERAGED Ap = 20
EFFECTIVE STREAM AREA(ACRES) = 67.65
TOTAL STREAM AREA(ACRES) = 67.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 175.88
FLOW PROCESS FROM NODE 1060.00 TO NODE 1061.00 IS CODE= -2_1------------
---------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 217.00
UPSTREAM ELEVATION(FEET) = 1073.50
DOWNSTREAM ELEVATION(FEET) = 1071.50
Page 16
P
ELEVATION DIFFEREENCE(FEET) 2.00 2.00)]* .20 = 6.676
TC(MIN.) = .304*[( 217.00*,r 3.00)/(
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.003
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, AP = .10
SUBAREA RUNOFF(CFS) = 3.10
TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 3.10
FLOW PROCESS FROM NODE 1061.00 TO NODE 1062.00 IS CODE= ---3------------
---------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON-PRESSURE_FLOW) ««<___-_�-__-
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 6.0
UPSTREAM NODE ELEVATI%FEET� = 1067.66
DOWNSTREAM NODEELEVATION(FEET) = 1062.48
FLOW LENGTH(FEET) = 325.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.10
TRAVEL TIME(MIN.) _ .90 TC(MIN.) = 7.58
FLOW PROCESS FROM NODE 1062.00 TO NODE 1062.00 IS CODE= ---8------------
------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.638
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, AP = .10
SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 2.05
EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED FM(INCH/i) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap =
TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.93
TC(MIN) = 7.58
FLOW PROCESS FROM NODE 1062.00 TO NODE 1063.00 IS CODE =---3------------
__ _
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -__-
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 4.3
UPSTREAM NODE ELEVATION(FEET� = 1061.97
DOWNSTREAM NODE ELEVATION(FEET) = 1061.70
FLOW LENGTH(FEET) = 59.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.93
TRAVEL TIME(MIN.) _ .23 TC(MIN.) = 7.81
FLOW PROCESS FROM NODE 1063.00 TO NODE 1063.00 IS CODE =---1------------
-------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
Page 17
} »»>AND COMPUTE VARIOUS CONFLUENCED_STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.81
RAINFALL INTENSITY(INCH/HR) = 4.55
AREA -AVERAGED FmINCH/HR = .08
AREA -AVERAGED Fp�INCH/% _ .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) =
1.20
TOTAL STREAM AREA(ACRES) = 1.20
4.93
PEAK FLOW RATE(CFS) AT CONFLUENCE
=
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensit
Fp
Ap
Fm
Ae
(ACRES)
(CFS) (MIN.) (INCH/HR�
(INCH/HR)
(INCH/HR)
1 157.12 7.55 4.647
.67
.18
.12
35.49
44.10
2 169.71 9.38 4.080
3 176.47 10.67 3.777
.67
.67
.18
.18
.12
.12
49.86
4 178.99 11.82 3.552.67
.19
.12
54.01
55.54
5 179.03 12.34 3.461
6 178.99 12.42 3.447
.67
.67
.19
.19
.12
.12
55.78
7 178.97 12.48 3.438
.67
.19
.12
55.95
68.85
8 178.94 16.99 2.857
9 178.35 17.13 2.843
.66
.66
.20
.20
.13
.13
69.01
36.72
10 159.00 7.81 4.555
.67
.18
.12
COMPUTED CONFLUENCE ESTIMATES ARE
= 179.03
AS FOLLOWS:
TC(MIN.) = 12.340
PEAK FLOW RATE(CFS)
EFFECTIVE AREA(ACRES) = 55.54
AREA -AVERAGED FM(INCH/HR)
_ .12
ARE-AVERAGED.67
AREA -AVERAGED Ap =
.19
SINCH/HR6
TOTALA(ACRE)9.01
FLOW PROCESS FROM NODE 1063.00 TO NODE 1064.00 IS CODE -=---3------------
----------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON-PRESSURE_FLOW) ««<___________
NDEPTH OF FLOW IN ~54.0 INCH PIPE IS 41.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.7
UPSTREAM NODE ELEVATION(FEET) = 1060.10
DOWNSTREAM NODE ELEVATION(FEET) = 1059.40
FLOW LENGTH(FEET) = 70.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 179.03
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 12.43
****************************************************************************
FLOW PROCESS FROM NODE 1064.00 TO NODE 1064.00 IS CODE =---8------------
---------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
N100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.447
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 7.28
EFFECTIVE AREA(ACRES) = 57.94 AREA -AVERAGED FM(INCH/HR) _ .12
Page 18
}
AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .18.
TOTAL AREA(ACRES) = 71.41 PEAK FLOW RATE(CFS) = 179.03
TC(MIN) = 12.43
FLOW PROCESS FROM NODE 1064.00 TO NODE 1065.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.8
UPSTREAM NODE ELEVATION(FEET) = 1059.40
DOWNSTREAM NODE ELEVATION(FEET) = 1058.30
FLOW LENGTH(FEET) = 109.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 179.03
TRAVEL TIME(MIN.) _ .13 TC(MIN.) = 12.56
FLOW PROCESS FROM NODE 1065.00 TO NODE 1065.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
---------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.425
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.01
EFFECTIVE AREA(ACRES) = 58.94 AREA -AVERAGED FM(INCH/HR) _ .12
AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .18
TOTAL AREA(ACRES) = 72.41 PEAK FLOW RATE(CFS) = 179.03
TC(MIN) = 12.56
FLOW PROCESS FROM NODE 1065.00 TO NODE 1074.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
--------------------------------------
DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.9
UPSTREAM NODE ELEVATION(FEET) = 1058.30
DOWNSTREAM NODE ELEVATION(FEET) = 1055.00
FLOW LENGTH(FEET) = 321.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 179.03
TRAVEL TIME(MIN.) = .39 TC(MIN.) = 12.94
FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 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.) = 12.94
RAINFALL INTENSITY(INCH/HR) = 3.36
AREA -AVERAGED FM(INCH/HR) _ .12
AREA -AVERAGED F ((INCH/HR = .67
Page 19
i
AREA -AVERAGED Ap = .18
f EFFECTIVE STREAM AREA(ACRES) = 58.94
TOTAL STREAM AREA(ACRES) = 72.41
PEAK FLOW RATE(CFS) AT CONFLUENCE = 179.03
****************************************************************************
FLOW PROCESS FROM NODE 1070.00 TO NODE 1071.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 539.00
UPSTREAM ELEVATION(FEET) = 1073.50
DOWNSTREAM ELEVATION(FEET) = 1066.00
ELEVATION DIFFERENCE FEET = 7.50
TC(MIN.) = .304*[( 539.00** 3.00)/( 7.50)]** .20 = 8.847
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.226
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 12.70
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 12.70
****************************************************************************
FLOW PROCESS FROM NODE 1071.00 TO NODE 1072.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 5.5
UPSTREAM NODE ELEVATION(FEET� = 1059.17
DOWNSTREAM NODE ELEVATION(FEET) = 1057.58
FLOW LENGTH(FEET) = 317.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 12.70
TRAVEL TIME(MIN.) _ .95 TC(MIN.) = 9.80
FLOW PROCESS FROM NODE 1072.00 TO..,NODE 1072.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.974
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.51
EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 15.44
TC(MIN) = 9.80
FLOW PROCESS FROM NODE 1072.00 TO NODE 1073.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
Page 20
i
LN
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.5.7
UPSTREAM NODE ELEVATION(FEET� = 1057.58 =
DOWNSTREAM NODE ELEVATION(FEET) = 1056.88
FLOW LENGTH(FEET) = 139.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.44
TRAVEL TIME(MIN.) _ .41 TC(MIN.) = 10.21
FLOW PROCESS FROM NODE 1073.00 TO NODE 1073.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
===== ---------- --____-__--__________=_------ __----__________
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.878
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.74
EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 17.80
TC(MIN) = 10.21
FLOW PROCESS FROM NODE 1073.00 TO NODE 1074.00 IS CODE = 3
----------------------------- ----------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3
UPSTREAM NODE ELEVATION(FEET) = 1056.88
DOWNSTREAM NODE ELEVATION(FEET) = 1055.22
FLOW LENGTH(FEET) = 196.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 17.80
TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 10.66
FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 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. = 10.66
RAINFALL INTENSITY(INCH/HR = 3.78
AREA -AVERAGED FM(INCH/HR) = .07
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 5.20
TOTAL STREAM AREA(ACRES) = 5.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.80
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
1#00, ** PEAK FLOW RATE TABLE **
Page 21
1
/`1.
Q TC Intensit Fp Ap
Fm
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR)
(INCH/HR)
(ACRES)
1 173.17 8.18 4.430 .68 .17
.11
42.88
2 175.25 8.43 4.349 .68 .17
.11
44.24
3 187.07 9.99 3.929 .68 .17
.11
52.37
4 193.67 11.27 3.654 .68 .17
.12
58.46
5 195.19 12.42 3.448 .67 .17
.12
62.61
6 194.83 12.94 3.363 .67 .18
.12
64.14
7 194.73 13.02 3.351 .67 .18
.12
64.38
8 194.67 13.08 3.342 .67 .18
.12
64.55
9 192.03 17.59 2.798 .66 .19
.13
77.45
10 191.37 17.73 2.785 .66 .19
.13
77.61
11 191.04 10.66 3.779 .68 .17
.11
55.70
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 195.19 TC(MIN.) = 12.420
EFFECTIVE AREA(ACRES) = 62.61 AREA -AVERAGED
FM(INCH/HR) _
.12
AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED
Ap = .17
TOTAL AREA(ACRES) = 77.61
FLOW PROCESS FROM NODE 1074.00 TO NODE 1075.00
IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.2
UPSTREAM NODE ELEVATION(FEET) = 1055.00
DOWNSTREAM NODE ELEVATION(FEET) = 1051.40
FLOW LENGTH(FEET) = 419.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER
OF PIPES = 1
PIPE-FLOW(CFS) = 195.19
TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 12.95
FLOW PROCESS FROM NODE 1075.00 TO NODE 1075.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.362
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 11.24
EFFECTIVE AREA(ACRES) = 66.41 AREA -AVERAGED Fm(INCH/HR)
AREA -AVERAGED Fp(INCH/HR) = .68 AREA -AVERAGED Ap = .17
TOTAL AREA(ACRES) = 81.41 PEAK FLOW RATE(CFS) = 195.19
TC(MIN) = 12.95
FLOW PROCESS FROM NODE 1075.00 TO NODE 1095.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 29.4
UPSTREAM NODE ELEVATION(FEET = 1054.10
DOWNSTREAM NODE ELEVATION(FEET) = 1051.60
FLOW LENGTH(FEET) = 35.00 MANNING'S N = .013
Page 22
R
C
ESTIMATED
OW(CFSPIPE
DIAME195(19CH) = 39.00 NUMBER OF PIPES = 1
TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 12.97
****************************************************************************
FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 1080.00 TO NODE 1081.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1010.00
UPSTREAM ELEVATION(FEET) = 1073.00
DOWNSTREAM ELEVATION(FEET) = 1063.00
ELEVATION DIFFERENCE(FEET) = 10.00
TC(MIN.) = 304*[( 1010.00** 3.00)/( 10.00)]** .20 = 12.175
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.489
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 23.35
TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 23.35
FLOW PROCESS FROM NODE 1081.00 TO NODE 1092.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
------------------------------
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.4
UPSTREAM NODE ELEVATION(FEET) = 1057.47
DOWNSTREAM NODE ELEVATION(FEET) = 1056.15
FLOW LENGTH(FEET) = 132.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 23.35
TRAVEL TIME(MIN.) _ .26 TC(MIN.) = 12.44
FLOW PROCESS FROM NODE 1092.00 TO NODE 1092.00 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.) = 12.44
RAINFALL INTENSITY(INCH/HR) = 3.44
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 7.60
TOTAL STREAM AREA(ACRES) = 7.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.35
Page 23
FLOW PROCESS FROM NODE 1090.00 TO NODE 1091.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 336.00
UPSTREAM ELEVATION(FEET) = 1069.00
DOWNSTREAM ELEVATION(FEET) = 1063.00
ELEVATION DIFFERENCE FEET = 6.00
TC(MIN.) = .304*[( 336.00** 3.00)/( 6.00)]** .20 = 6.967
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.877
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 10.80
TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 10.80
FLOW PROCESS FROM NODE 1091.00 TO NODE 1092.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 6.9
UPSTREAM NODE ELEVATION(FEET = 1056.95
DOWNSTREAM NODE ELEVATION(FEET) = 1056.15
FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.80
TRAVEL TIME(MIN.) _ .19 TC(MIN.) = 7.16
FLOW PROCESS FROM NODE 1092.00 TO NODE 1092.00 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.) = 7.16
RAINFALL INTENSITY(INCH/HR) = 4.80
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 2.50
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.80
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensit Fp
Ap
Fm
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR)
(INCH/HR)
(ACRES)
1 31.06 12.44 3.445 .75
.10
.07
10.10
2 29.65 7.16 4.798 .75
.10
.08
6.87
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
Page 24
PEAK FLOW RATE(CFS) = 31.06 TC(MIN.) = 12.437
{ ) EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 10.10
FLOW PROCESS FROM NODE 1092.00 TO NODE 1093.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
------------= ----
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 6.9
UPSTREAM NODE ELEVATION(FEET� = 1056.15
DOWNSTREAM NODE ELEVATION(FEET) = 1055.47
FLOW LENGTH(FEET) = 135.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 31.06
TRAVEL TIME(MIN.) _ .33 TC(MIN.) = 12.76
FLOW PROCESS FROM NODE 1093.00 TO NODE 1093.00 IS CODE = 8
- - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - -- - - - - - - - -- - - - - -- -- - -- - - - T - - - - - - - - -- - - - -
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.392
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) = 1.79
EFFECTIVE AREA(ACRES) = 10.70 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 10.70 PEAK FLOW RATE(CFS) = 31.94
TC(MIN) = 12.76
FLOW PROCESS FROM NODE 1093.00 TO NODE 1094.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9
UPSTREAM NODE ELEVATION(FEET = 1055.47
DOWNSTREAM NODE ELEVATION(FEET) = 1053.62
FLOW LENGTH(FEET) = 369.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 31.94
TRAVEL TIME(MIN.) _ .89 TC(MIN.) = 13.65
FLOW PROCESS FROM NODE 1094.00 TO NODE 1094.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
------= 100 YEAR YEAR RAINFALL INTENSITY(INCH/HR) = 3.258
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
Page 25
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 8.02
EFFECTIVE AREA(ACRES) = 13.50 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 13.50 PEAK FLOW RATE(CFS) = 38.67
TC(MIN) = 13.65
** PEAK FLOW RATE TABLE **
Q TC IntenSl. t Fp Ap
Fm
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR)
(INCH/HR)
(ACRES)
1 38.67 13.65 3.258 .75 .10
.07
13.50
2 39.68 8.38 4.366 .75 .10
.08
10.27
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 39.68 TC(MIN.) = 8.38
AREA -AVERAGED FM(INCH/HR) = 08 AREA -AVERAGED
Fp(INCH/HR) _
.75
AREA -AVERAGED Ap = .10 EFFECTIVE AREA(ACRES)
= 10.27
FLOW PROCESS FROM NODE 1094.00 TO NODE 1095.00
----------------------------------------------------------------------------
IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES
------------
PIPE -FLOW VELOCITY(FEET/SEC.= 13.7
UPSTREAM NODE ELEVATION(FEET� = 1053.62
DOWNSTREAM NODE ELEVATION(FEET) = 1050.54
FLOW LENGTH(FEET) = 118.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER
OF PIPES = 1
PIPE-FLOW(CFS) = 39.68
TRAVEL TIME(MIN.) _ .14 TC(MIN.) = 8.52
®
FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00
IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
** PEAK FLOW RATE TABLE **
Q TC Intensit Fp Ap
Fm
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR)
(INCH/HR)
(ACRES)
1 212.33 8.52 4.322 .69 .15
.10
55.76
2 233.24 13.80 3.237 .68 .16
.11
82.31
3 214.02 8.75 4.255 .69 .15
.10
57.09
4 215.89 9.00 4.182 .69 .15
.10
58.61
5 226.36 10.54 3.804 .69 .15
.11
67.68
6 230.20 11.21 3.667 .69 .15
.11
71.42
7 232.72 11.82 3.551 .69 .16
.11
74.55
8 234.02 12.97 3.359 .68 .16
.11
79.40
9 233.56 13.49 3.280 .68 .16
.11
81.26
10 233.44 13.57 3.269 .68 .16
.11
81.54
11 233.37 13.63 3.260 .68 .16
.11
81.75
12 224.70 18.14 2.747 .67 .17
.12
94.75
13 223.88 18.28 2.734 .67 .18
.12
94.91
TOTAL AREA = 94.91
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 234.02 TC(MIN.) = 12.969
EFFECTIVE AREA(ACRES) = 79.40 AREA -AVERAGED
Fm(INCH/HR)
AREA -AVERAGED Fp(INCH/HR) _ .68 AREA -AVERAGED
Ap = .16
TOTAL AREA(ACRES) = 94.91
s
_
E Page 26
--FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 12
------- ----- ----------
--»»>CLEAR MEMORY BANK # 1 ««<
--FLOW- -----------------------
PROCESS FROM NODE 1095.00 TO NODE 1096.00 IS CODE = 3
------------------- ________________
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
--------- - -----------
DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.7 INCHES
--- -----------
PIPE-
UPSTREAMNODEO
NODEELEVATION(FE T) = 1051.60
DOWNSTREAM NODE ELEVATION(FEET) = 1049.50
FLOW ESTIMATED TPIPEEDIAMETER(INC'5 N
H) = 42.00 NUMBER PIPES = 1
PIPE-FLOW(CFS)
234
TRAVELTIME(MIN.) = .02 TC(MIN.) = 12.99
--FLOW- -------------------
PROCESS FROM NODE 1096.00 TO NODE 1096.00 IS CODE _ $
----------------------- _________________
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.357
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 10.34
EFFECTIVE AREA(ACRES) = 82.90 AREA -AVERAGED FM(INCH/HR)AREA-
TOTALAAREAGE(ACRES)INCH/H98.41 .69 PEAK FLOW RATE(CFS) . 1242.47
TC(MIN) = 12.99
-- --------------------------
FLOW PROCESS FROM NODE 1096.00 TO NODE 2143.00 IS CODE = 3
------------------------- ___________
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
-»»>USING- COMPUTER -ESTIMATED -PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF OF FLOW IN 42.0 INCH PIPE IS 31.9 INCHESPIPE-FL-
UPSTREAMWNODEOELEVATION(FET) = 1049.50
DOWNSTREAM NODE ELEVATION(FEET) = 1040.00
FLOW LENGTH(FEET) = 133.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 242.47
TRAVEL TIME(MIN.) = .07 TC(MIN.) = 13.06
--FLOW-PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = '10
----------------------
-----------------
-------------------------
_»»> IN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
--FLOW-PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = 15
--------------------------------
Page 27
»»>DEFINE MEMORY BANK # 2 ««<
--FLOW PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = .14
------------------
---------------------
-----------------------
»»>MEMORY BANK #
2 COPIED ONTO MAIN -STREAM MEMORY««<
MAIN -STREAM MEMORY DEFINED
MEMORY BANK
Q(CFS)
# 2 DEFINED
TC(MIN.)
AS FOLLOWS:
Fp(INC576R)
1
Q(CFS)
255.48
1
255.48
9.89
FM(INCH/HR)
Ae(ACRES)
FM(INCH/HR)
Ae(ACRES)
2
3
270.14
281.58
10.84
11.92
.576
.A
.15.085
.086
52.64
60.82
4
284.77
12.23
.574
.15
.086
69.55
5
6
286.67
298.97
12.41
13.72
.573
.573
.15
.15
•085
•086
72.06
73.59
7
8
311.32
15.25
.571
.568
.15
.15
9
10
84.17
9
312.70
313.00
15.42
15.46
.568
.15
.086
•086
086
95.86
97.18
10
11
317.52
320.34
16.03
16.40
.568
.566
.15
.15
.
97.47
104.89
12
13
321.03
332.90
16.50
18.44
.566
.565
.15
.15
.087
..72
•086
104087
105.46
14
15
332.06
326.96
18.99
19.83
.561
.558
.16
.16
.087 087
118.92
121.07
16
17
292.39
282.98
25.87
27.47
.553
.517
.16
.18
•088
•092
123.29
134.75
TOTAL AREA =
136.27
.511
•18
•093
136.27
--FLOW PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = .14
------------------
---------------------
-----------------------
»»>MEMORY BANK #
2 COPIED ONTO MAIN -STREAM MEMORY««<
MAIN -STREAM MEMORY DEFINED
AS FOLLOWS:
1
Q(CFS)
255.48
TC(MIN.)
9.89
Fp(INC576R)
FM(INCH/HR)
Ae(ACRES)
2
3
270.14
281.58
10.84
11.92
.576
.Ap
5
.15
.085
.086
52.64
60.82
4
5
284.77
12.23
.574
.573
.15
.15
.086
69.55
6
286.67
298.97
12.41
13.72
.573
.15
.085
72.06
73.59
7
8
311.32
312.70
15.25
15.42
.571
.568
.15
.15
..086
086
.086
84.17
95.86
9
10
313.00
317.52
15.46
16.03
.568
.568
.15
.15
.086
97..18
97.47
47
11
12
320.34
16.40
.566
.566
.15
.15
.08j
101.89
13
321.03
332.90
16.50
18.44
.565
.15
.087
104.72
105.46
14
15
332.06
18.99
.561
.558
.16
.086
.087
118.92
16
326.96
292.39
19.83
25.87
.16
•087
•088
121.07
123.29
17
282.98
27.47
.517
.511
.18
•092
134.75
TOTAL
AREA =
136.27
.18
•093
136.27
--FLOW-PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = 12
------------------------------
»»>CLEAR MEMORY BANK # 2 ««< ----
--FLOW-PROCESS - FROM NODE 2143.00 TO NODE 2143.00 IS CODE = 11
----------------
»» -
>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
-------------------------
Page 28
**
PEAK FLOW RATE TABLE **
Q
TC
Intensit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
487.93
9.89
3.954
.64
.15
.10
119.43
2
507.96
10.84
3.741
.64
.15
.10
133.17
3
523.45
11.92
3.534
.64
.15
.10
147.64
4
526.81
12.23
3.479
.63
.15
.10
151.48
5
528.81
12.41
3.449
.63
.15
.10
153.76
6
540.65
13.72
3.247
.63
.15
.10
169.43
7
549.98
15.25
3.049
.62
.16
.10
185.57
8
551.01
15.42
3.028
.62
.16
.10
187.39
9
551.23
15.46
3.024
.62
.16
.10
187.78
10
554.57
16.03
2.958
.62
.16
.10
193.84
11
556.62
16.40
2.918
.62
.16
.10
197.72
12
557.10
16.50
2.908
.62
.16
.10
198.75
13
564.09
18.44
2.720
.61
.16
.10
217.33
14
559.03
18.99
2.672
.61
.16
.10
219.48
15
547.87
19.83
2.604
.61
.16
.10
221.70
16
479.18
25.87
2.220
.58
.18
.10
233.16
17
462.79
27.47
2.141
.58
.18
.10
234.68
18
466.97
8.61
4.294
.64
.15
.09
105.12
19
470.81
8.84
4.229
.64
.15
.09
107.65
20
475.12
9.09
4.157
.64
.15
.09
110.52
21
503.73
10.63
3.785
.64
.15
.10
130.19
22
514.96
11.30
3.649
.64
.15
.10
139.44
23
523.37
11.91
3.535
.64
.15
.10
147.55
24
535.21
13.06
3.346
.63
.15
.10
161.70
25
539.47
13.58
3.268
.63
.15
.10
167.78
26
540.15
13.66
3.256
.63
.15
.10
168.72
27
540.62
13.72
3.248
.63
.15
.10
169.39
28
541.75
13.88
3.225
.63
.15
.10
171.21
29
564.12
18.23
2.739
.62
.16
.10
215.72
30
564.21
18.37
2.726
.61
.16
.10
216.85
TOTAL AREA =
234.68
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS)
=
564.21
TC(MIN.) =
18.370
EFFECTIVE AREA(ACRES)
= 216.85
AREA -AVERAGED
FM(INCH/HR) _
.10
AREA -AVERAGED
Fp(INCH/HR) = .61
AREA -AVERAGED
Ap = .16
TOTAL AREA(ACRES) =
234.68
FLOW PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 2143.00 TO NODE 3023.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 102.0 INCH PIPE IS 77.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.3
UPSTREAM NODE ELEVATION(FEET) = 1040.00
DOWNSTREAM NODE ELEVATION(FEET) = 1039.90
FLOW LENGTH(FEET) = 29.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 564.21
TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 18.41
Page 29
6
Lig
FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 15
----------------------------------------------------------------------------
»»>DEFINE MEMORY BANK # 2 ««<
MEMORY BANK
# 2 DEFINED
AS FOLLOWS:
**
Q(CFS)
130F06
TC(17N66
Fp(INC750R)
FM(INCH/HR)
HR)
FM(IN075
Ae46C65S)
1
.750
.10
.10
46.65
2 125.47
2 125.47
19.09
.750
.10
.075
47.47
3 125.23
19.16
.750
.10
.075
47.50
TOTAL AREA
= 47.50
.15
.10
256.37
FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 14
----------------------------------------------------------------------------
»»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««<
MAIN -STREAM MEMORY DEFINED
AS FOLLOWS:
PEAK FLOW RATE TABLE
**
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 130.06
17.66
.750
.10
.075
46.65
2 125.47
19.09
.750
.10
.075
47.47
3 125.23
19.16
.750
.10
.075
47.50
TOTAL AREA =
47.50
.63
.15
.10
256.37
FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 2 ««<
FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
**
PEAK FLOW RATE TABLE
**
Q
TC
Intensit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
691.70
17.66
2.791
.63
.15
.10
256.37
2
683.63
19.09
2.664
.63
.15
.10
267.12
3
682.49
19.16
2.658
.63
.15
.10
267.33
4
565.70
8.65
4.282
.66
.14
.09
127.98
5
570.52
8.88
4.217
.66
.14
.09
131.10
6
575.93
9.13
4.146
.66
.14
.09
134.64
7
592.06
9.93
3.944
.65
.14
.09
145.65
8
610.83
10.67
3.777
.65
.14
.09
158.37
9
615.87
10.88
3.732
.65
.14
.09
161.92
10
624.61
11.34
3.641
.65
.14
.09
169.39
11
635.27
11.95
3.528
.65
Page 30
.14
.09
179.11
ig
L
12
635.38
11.96
3.527
.65
.14
.09
179.23
13
639.87
12.27
3.472
.65
.14
.09
183.91
14
642.50
12.45
3.443
.65
.14
.09
186.65
15
651.14
13.10
3.339
.65
.14
.09
196.30
16
657.18
13.62
3.262
.64
.14
.09
203.76
17
658.12
13.70
3.250
.64
.14
.09
204.92
18
658.79
13.76
3.242
.64
.14
.09
205.74
19
658.83
13.76
3.242
.64
.14
.09
205.78
20
660.46
13.92
3.219
.64
.14
.09
207.99
21
673.04
15.29
3.044
.64
.15
.09
225.95
22
674.59
15.46
3.023
.64
.15
.09
228.22
23
674.93
15.50
3.019
.64
.15
.09
228.71
24
680.01
16.07
2.954
.64
.15
.09
236.29
25
683.16
16.44
2.914
.64
.15
.09
241.14
26
683.94
16.54
2.903
.64
.15
.09
242.44
27
692.22
18.27
2.735
.63
.15
.10
262.72
28
691.87
18.41
2.723
.63
.15
.10
263.93
29
691.53
18.48
2.716
.63
.15
.10
264.45
30
684.70
19.03
2.669
.63
.15
.10
266.91
31
670.33
19.87
2.601
.62
.15
.10
269.20
32
583.07
25.91
2.218
.60
.16
.10
280.66
33
562.87
27.51
2.139
.59
.16
.10
282.18
TOTAL AREA =
282.18
3.242
.64
.14
.09
205.78
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
13.92
3.219
.64
PEAK
FLOW RATE(CFS)
=
692.22
TC(MIN.) =
18.270
3.044
EFFECTIVE AREA(ACRES)
=
262.72
AREA -AVERAGED
FM(INCH/HR) _
.10
AREA -AVERAGED
3.023
Fp(INCH/HR)
= .63
AREA -AVERAGED
Ap = .15
TOTAL
AREA(ACRES) = 282.18
FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 12
»»>CLEAR MEMORY BANK # 1 ««<
END
OF STUDY
SUMMARY:
TOTAL AREA(ACRES) =
282.18
TC(MIN.)
=
18.27
EFFECTIVE
AREA(ACRES) =
262.72
AREA -AVERAGED
FM(INCH/HR)=
.10
AREA -AVERAGED
Fp(INCH/HR) _ .63
AREA -AVERAGED
Ap = .15
PEAK FLOW RATE(CFS) =
692.22
**
PEAK FLOW
RATE TABLE
**
Q
Tc
Intensit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
565.70
8.65
4.282
.66
.14
.09
127.98
2
570.52
8.88
4.217
.66
.14
.09
131.10
3
575.93
9.13
4.146
.66
.14
.09
134.64
4
592.06
9.93
3.944
.65
.14
.09
145.65
5
610.83
10.67
3.777
.65
.14
.09
158.37
6
615.87
10.88
3.732
.65
.14
.09
161.92
7
624.61
11.34
3.641
.65
.14
.09
169.39
8
635.27
11.95
3.528
.65
.14
.09
179.11
9
635.38
11.96
3.527
.65
.14
.09
179.23
10
639.87
12.27
3.472
.65
.14
.09
183.91
11
642.50
12.45
3.443
.65
.14
.09
186.65
12
651.14
13.10
3.339
.65
.14
.09
196.30
13
657.18
13.62
3.26
.64
.14
.09
203.76
14
658.12
13.70
3.250
.64
.14
.09
204.92
15
658.79
13.76
3.242
.64
.14
.09
205.74
16
658.83
13.76
3.242
.64
.14
.09
205.78
17
660.46
13.92
3.219
.64
.14
.09
207.99
18
673.04
15.29
3.044
.64
.15
.09
225.95
19
674.59
15.46
3.023
.64
.15
.09
228.22
Page 31
i 1
20
674.93
15.50
3.019
.64
.15
.09
228.71
21
680.01
16.07
2.954
.64
.15
.09
236.29
22
683.16
16.44
2.914
.64
.15
.09
241.14
23
683.94
16.54
2.903
.64
.15
.09
242.44
24
691.70
17.66
2.791
.63
.15
.10
256.37
25
692.22
18.27
2.735
.63
.15
.10
262.72
26
691.87
18.41
2.723
.63
.15
.10
263.93
27
691.53
18.48
2.716
.63
.15
.10
264.45
28
684.70
19.03
2.669
.63
.15
.10
266.91
29
683.63
19.09
2.664
.63
.15
.10
267.12
30
682.49
19.16
2.658
.63
.15
.10
267.33
31
670.33
19.87
2.601
.62
.15
.10
269.20
32
583.07
25.91
2.218
.60
.16
.10
280.66
33
562.87
27.51
2.139
.59
.16
.10
282.18
END OF RATIONAL METHOD ANALYSIS
Page 32
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION
(c) copyright 1983-93 Advanced Engineering software (aes
ver. 1.9B Release Date: 7/18/93 License ID 1202
Analysis prepared by:
HUITT-ZOLLARS, INC.
1101 S. MILLIKEN, SUITE G
ONTARIO, CALIFORNIA 91761
TEL: (909) 390-8400 - FAX: (909) 390-8406
************************** DESCRIPTION OF STUDY **************************
SIERRA BUSINESS PARK - FONTANA
*
LINE A
HYDROLOGIC ANALYSIS - 100 -YEAR - ULTIMATE CONDITION
**************************************************************************
FILE NAME: 0405A100.DAT
TIME/DATE OF STUDY: 11:41 1/22/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 920
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400
SLOPE OF INTENSITY DURATION CURVE = .6000
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 15
----------------------------------------------------------------------------
»»>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK #
Q(CFS)
1 DEFINED
TC(MIN.)
AS FOLLOWS:
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 99.29
12.81
.392
.30
.119
33.42
2 105.86
19.58
.381
.32
.124
46.49
3 104.12
21.11
.378
.33
.125
48.01
TOTAL AREA =
48.01
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 14
----------------------------------------------------------------------------
»»>MEMORY BANK # 1 COPIED ONTO MAIN -STREAM MEMORY««<
MAIN -STREAM MEMORY DEFINED
Q(CFS) TC(MIN.)
AS FOLLOWS:
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 99.29
12.81
.392
.30
.119
33.42
2 105.86
19.58
.381
.32
.124
46.49
3 104.12
21.11
.378
.33
.125
48.01
4
Page 1
k
TOTAL AREA = 48.01
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 12
------------------------------------------------------------- 7 --------------
»»>CLEAR MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.624
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, AP = .10
SUBAREA AREA(ACRES) = 7.06 SUBAREA RUNOFF(CFS) = 16.20
EFFECTIVE AREA(ACRES) = 53.55 AREA -AVERAGED Fm(INCH/HR) _ .12
AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED AP = .30
TOTAL AREA(ACRES) = 55.07 PEAK FLOW RATE(CFS) = 120.80
TC(MIN) = 19.58
FLOW PROCESS FROM NODE 1.00 TO NODE 2005.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.9
UPSTREAM NODE ELEVATION( FEET) = 1079.10
DOWNSTREAM NODE ELEVATION(FEET) = 1076.05
FLOW LENGTH(FEET) = 116.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 120.80
TRAVEL TIME(MIN.) = .11 TC(MIN.) = 19.68
FLOW PROCESS FROM NODE 2005.00 TO NODE 2005.00 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.) = 19.68
RAINFALL INTENSITY(INCH/HR) = 2.62
AREA -AVERAGED Fm INCH/HR = .12
AREA -AVERAGED Fp(INCH/HR = .40
AREA -AVERAGED AP = 30
EFFECTIVE STREAM AREA(ACRES) = 53.55
TOTAL STREAM AREA(ACRES) = 55.07
PEAK FLOW RATE(CFS) AT CONFLUENCE = 120.80
FLOW PROCESS FROM NODE 2000.00 TO NODE 2001.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
-------------------------------------------------------------T--------------
Page 2
L
k DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 639.00
UPSTREAM ELEVATION(FEET) = 1085.50
DOWNSTREAM ELEVATION(FEET) = 1082.50
ELEVATION DIFFERENCE(FEET) = 3.00
TC(MIN.) = .304*[( 639.00** 3.00)/( 3.00)]** .20 = 11.769
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.561
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 11.92
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 11.92
FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES
PIPE -FLOW VELOCIIY(FEET/SEC.= 5.5
UPSTREAM NODE ELEVATION(FEET = 1079.96
DOWNSTREAM NODE ELEVATION(FEET) = 1078.86
FLOW LENGTH(FEET) = 219.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.92
TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 12.44
****************************************************************************
FLOW PROCESS FROM NODE 2002.00 TO NODE 2002.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.445
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.37
EFFECTIVE AREA(ACRES) = 5.90 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 17.89
TC(MIN) = 12.44
FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.
UPSTREAM NODE ELEVATION(FEET� = 6.0
= JIM
DOWNSTREAM NODE ELEVATION(FEET) = 1077.84
FLOW LENGTH(FEET) = 203.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 17.89
TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 13.00
Pag e 3
t
FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
-----------------------------------
SIT ---------------
100 YEAR RAINFALL INTENY(INCH/HR) = 3.355
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.20
EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 23.62
TC(MIN) = 13.00
FLOW PROCESS FROM NODE 2003.00 TO NODE 2004.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
____ ____ ___________________=_
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5
UPSTREAM NODE ELEVATION(FEET) = 1077.84
DOWNSTREAM NODE ELEVATION(FEET) = 1076.83
FLOW LENGTH(FEET) = 201.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 23.62
TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 13.52
FLOW PROCESS FROM NODE 2004.00 TO NODE 2004.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.277
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) _ •6.05
EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 29.11
TC(MIN) = 13.52
FLOW PROCESS FROM NODE 2004.00 TO NODE 2005.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5
UPSTREAM NODE ELEVATION(FEET) = 1076.83
DOWNSTREAM NODE ELEVATION(FEET) = 1076.61
FLOW LENGTH(FEET) = 77.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 29.11
TRAVEL TIME(MIN.) _ .23 TC(MIN.) = 13.75
Page 4
0
****************************************************************************
FLOW PROCESS FROM NODE 2005.00 TO NODE 2005.00 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. = 13.75
RAINFALL INTENSITY(INCH/HR = 3.24
AREA -AVERAGED Fm INCH/HR) = .07
AREA -AVERAGED Fp INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 10.10
TOTAL STREAM AREA(ACRES) = 10.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.11
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensit
Fp
Ap
Fm
Ae
012.91
R)
INC44
(INCH/HR)
CIN3.3� (HR
1 147.66 68
.
.24
0
CA49.96
2 144.13 19.68 2.615
.42
.26
.11
63.65
3 140.69 21.21 2.500
.41
.27
.11
65.17
4 148.55 13.75 3.244
.44
.24
.11
52.19
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) = 148.55
TC(MIN.) =
13.749
EFFECTIVE AREA(ACRES) = 52.19
AREA -AVERAGED FM(INCH/HR)
AREA -AVERAGED Fp(INCH/HR) _ .44
AREA -AVERAGED Ap
= .24
TOTAL AREA(ACRES) = 65.17
FLOW PROCESS FROM NODE 2005.00 TO NODE 2006.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
-----------------------
DEPTH
-___DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.1
UPSTREAM NODE ELEVATION(FEET) = 1076.05
DOWNSTREAM NODE ELEVATION(FEET) = 1073.43
FLOW LENGTH(FEET) = 181.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 148.55
TRAVEL TIME(MIN.) _ .20 TC(MIN.) = 13.95
FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100'YEAR RAINFALL INTENSITY(INCH/HR) = 3.216
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.65
EFFECTIVE AREA(ACRES) = 54.19 AREA -AVERAGED FM(INCH/HR) _ .10
,,... AREA -AVERAGED Fp(INCH/HR) _ .45 AREA -AVERAGED Ap = .23
�,,. Page 5
TOTAL AREA(ACRES) = 67.17 PEAK FLOW RATE(CFS) = 151.76
TC(MIN) = 13.95
FLOW PROCESS FROM NODE 2006.00 TO NODE 2007.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.9
UPSTREAM NODE ELEVATION(FEET) = 1073.43
DOWNSTREAM NODE ELEVATION(FEET) = 1071.50
FLOW LENGTH(FEET) = 201.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 151.76
TRAVEL TIME(MIN.) _ .26 TC(MIN.) = 14.21
FLOW PROCESS FROM NODE 2007.00 TO NODE 2007.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
------
- ------ ----------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.180
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.87
EFFECTIVE AREA(ACRES) = 56.29 AREA -AVERAGED FM(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) = .45 AREA -AVERAGED Ap = .23'
TOTAL AREA(ACRES) = 69.27 PEAK FLOW RATE(CFS) = 155.91
} TC(MIN) = 14.21
FLOW PROCESS FROM NODE 2007.00 TO NODE 2008.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 12.2
UPSTREAM NODE ELEVATION(FEET = 1071.50
DOWNSTREAM NODE ELEVATION(FEET) = 1069.90
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 155.91
TRAVEL TIME(MIN.) = .27 TC(MIN.) = 14.48
FLOW PROCESS FROM NODE 2008.00 TO NODE 2008.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
-------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.144
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.80
EFFECTIVE AREA(ACRES) = 58.39 AREA -AVERAGED FM(INCH/HR) _ .10
�""`' Page 6
�! AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22
r TOTAL AREA(ACRES) = 71.37 PEAK FLOW RATE(CFS) = 159.88
TC(MIN) = 14.48
FLOW PROCESS FROM NODE .2008.00 TO NODE 2009.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
----------------------------------------------------
DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.3
UPSTREAM NODE ELEVATION(FEET) = 1069.90
DOWNSTREAM NODE ELEVATION(FEET) = 1068.27
FLOW LENGTH(FEET) = 203.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 159.88
TRAVEL TIME(MIN.) = .28 TC(MIN.) = 14.76
FLOW PROCESS FROM NODE 2009.00 TO NODE 2009.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR)=3.1099
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 10.10
EFFECTIVE AREA(ACRES) = 62.09 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22
TOTAL AREA(ACRES) = 75.07 PEAK FLOW RATE(CFS) = 168.12
TC(MIN) = 14.76
FLOW PROCESS FROM NODE 2009.00 TO NODE 2022.00 IS CODE = 3
------------------------------------------------------------- 7 --------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
MN
MDEPTH OF FLOW IN 54.0 INCH PIPE is 40.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.2
UPSTREAM NODE ELEVATION(FEET) = 1068.27
DOWNSTREAM NODE ELEVATION(FEET) = 1062.16
FLOW LENGTH(FEET) = 654.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 168.12
TRAVEL TIME(MIN.) _ .83 TC(MIN.) = 15.58
FLOW PROCESS FROM NODE 2022.00 TO NODE 2022.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
-----------------------------------_
TOTAL NUMBER OF STREAMS = 3~
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN. = 15.58
RAINFALL INTENSITY(INCH/HR) = 3.01
AREA -AVERAGED FM(INCH/HR) _ .10
AREA -AVERAGED Fp ((INCH/HR = .46
Page 7
AREA -AVERAGED Ap = .22
EFFECTIVE STREAM AREA(ACRES) = 62.09
TOTAL STREAM AREA(ACRES) = 75.07
PEAK FLOW RATE(CFS) AT CONFLUENCE = 168.12
FLOW PROCESS FROM NODE 2010.00 TO NODE 2011.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 148.00
UPSTREAM ELEVATION(FEET) = 1083.00
DOWNSTREAM ELEVATION(FEET = 1081.50
ELEVATION DIFFERENCE(FEET = 1.50
TC(MIN.) = .304*[( 148.00** 3.00)/( 1.50)]** .20 = 5.621
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.548
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 99
TOTAL AREA(ACRES) = .20 PEAK FLOW RATE(CFS) _ .99
FLOW PROCESS FROM NODE 2011.00 TO NODE 2012.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 3.7
UPSTREAM NODE ELEVATION(FEET) = 1069.27
DOWNSTREAM NODE ELEVATION(FEET) = 1069.05
FLOW LENGTH(FEET) = 22.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = .99
TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 5.72
FLOW PROCESS FROM NODE 2012.00 TO NODE 2012.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.489
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) _ .49
EFFECTIVE AREA(ACRES) _ .30 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) _ .30 PEAK FLOW RATE(CFS) = 1.46
TC(MIN) = 5.72
****************************************************************************
FLOW PROCESS FROM NODE 2012..00 TO NODE 2012.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
Page 8
i
-------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.489
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 5.36
EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 6.82
TC(MIN) = 5.72
FLOW PROCESS FROM NODE 2012.00 TO NODE 2013.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
---------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 6.2
UPSTREAM NODE ELEVATION(FE= 1069.05
DOWNSTREAM NODE ELEVATION(FEET) = 1067.61
FLOW LENGTH(FEET) = 144.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.82
TRAVEL TIME(MIN.) _ .39 TC(MIN.) = 6.11
FLOW PROCESS FROM NODE 2013.00 TO NODE 2013.00 IS CODE = 8
--------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
--- __========== ------------ = =__=_______=-------------
---------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.278
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) _ .47
EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 7.02
TC(MIN) = 6.11
FLOW PROCESS FROM NODE 2013.00 TO NODE 2013.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.278
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.87
EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) 8.90
TC(MIN) = 6.11
FLOW PROCESS FROM NODE 2013.00 TO NODE 2014.00 IS CODE = 3
Page 9
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
---------=--------------------------------
------ -------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 6.5
UPSTREAM NODE ELEVATION(FEET� = 1068.61
DOWNSTREAM NODE ELEVATION(FEET) = 1068.21
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.90
TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 6.21
FLOW PROCESS FROM NODE 2014.00 TO NODE 2014.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.226
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) _ .93
EFFECTIVE AREA(ACRES) = 2.10 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 9.73
TC(MIN) = 6.21
FLOW PROCESS FROM NODE 2014.00 TO NODE 2015.00 IS CODE = 3
-----------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
-----------------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 20.5
UPSTREAM NODE ELEVATION(FEET)= 1068.21
DOWNSTREAM NODE ELEVATION(FEET) = 1057.68
FLOW LENGTH(FEET) = 53.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.73
TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 6.25
FLOW PROCESS FROM NODE 2015.00 TO NODE 2015.00 IS CODE = 8
------------------------------------------------------------- ---------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.204
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 4.15
EFFECTIVE AREA(ACRES) = 3.00 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 13.85
TC(MIN) = 6.25
Page 10
f
FLOW PROCESS FROM NODE 2015.00 TO NODE 2015.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.204
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) _ .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.38
EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 15.23
TC(MIN) = 6.25
FLOW PROCESS FROM NODE 2015.00 TO NODE 2015.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.204
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) _ .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 6.46
EFFECTIVE AREA(ACRES) = 4.70 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 21.70
TC(MIN) = 6.25
FLOW PROCESS FROM NODE 2015.00 TO NODE 2022.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.3
UPSTREAM NODE ELEVATION(FEET) = 1067.68
DOWNSTREAM NODE ELEVATION(FEET) = 1063.67
FLOW LENGTH(FEET) = 112.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 21.70
TRAVEL TIME(MIN.) _ .14 TC(MIN.) = 6.39
FLOW PROCESS FROM NODE 2022.00 TO NODE 2022.00 IS CODE _ 1
-------------------- --------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
_�������----------------- ------ -------------------------=______
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.39
RAINFALL INTENSITY(INCH/HR) = 5.14
AREA -AVERAGED Fm INCH/HR = .08
AREA -AVERAGED Fp INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 4.70
TOTAL STREAM AREA(ACRES) = 4.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.70
Page 11
FLOW PROCESS FROM NODE 2020.00 TO NODE 2021.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
-------------------------------------------
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 344.00
UPSTREAM ELEVATION(FEET) = 1088.00
DOWNSTREAM ELEVATION(FEET) = 1084.50
ELEVATION DIFFERENCE(FEET) = 3.50
TC(MIN.) = 304*[( 344.00** 3.00)/( 3.50)]** .20 = 7.870
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.533
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, AP = .10
SUBAREA RUNOFF(CFS) = 2.41
TOTAL AREA(ACRES) = .60 PEAK FLOW RATE(CFS) = 2.41
****************************************************************************
FLOW PROCESS FROM NODE 2021.00 TO NODE 2022.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.6
UPSTREAM NODE ELEVATION(FEET) = 1080.00
DOWNSTREAM NODE ELEVATION(FEET) = 1063.41
FLOW LENGTH(FEET) = 105.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.41
TRAVEL TIME(MIN.) _ .14 TC(MIN.) = 8.01
****************************************************************************
FLOW PROCESS FROM NODE 2022.00 TO NODE 2022.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 8.01
RAINFALL INTENSITY(INCH/HR) = 4.49
AREA -AVERAGED FMINCH/HR) _ .08
AREA -AVERAGED F ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) _ .60
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.41
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensit Fp
Ap
Fm
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR)
(INCH/HR)
(ACRES)
1 145.79 6.39 5.135 .49
.19
.10
31.13
2 182.75 14.75 3.110 .48
.20
.10
65.16
Page 12
c
FLOW PROCESS FROM NODE 2032.00 TO NODE 2032.00 IS CODE =
1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
3 182.31 15.58
3.009
.47
.21
.10
67.39
4 172.60 21.53
2.479
.45
.23
.10
78.85
5 168.09 23.09
2.376
.44
.24
.11
80.37
6 153.25 8.01
4.486
.49
.20
.10
37.81
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.75
PEAK FLOW RATE(CFS) =
182.75
TC(MIN.) =
14.748
EFFECTIVE AREA(ACRES)
= 65.16
AREA -AVERAGED FM(INCH/HR)
_
.10
AREA -AVERAGED Fp(INCH/HR) _ .48
AREA -AVERAGED AP =
.20
TOTAL AREA(ACRES) =
80.37
INITIAL SUBAREA FLOW-LENGTH(FEET) = 482.00
FLOW PROCESS FROM NODE 2022.00 TO NODE 2032.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 12.0
UPSTREAM NODE ELEVATION(FEET = 1062.16
DOWNSTREAM NODE ELEVATION(FEET) = 1059.12
FLOW LENGTH(FEET) = 429.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 182.75
TRAVEL TIME(MIN.) = .60 TC(MIN.) = 15.34
FLOW PROCESS FROM NODE 2032.00 TO NODE 2032.00 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.) = 15.34
RAINFALL INTENSITY(INCH/HR) = 3.04
AREA -AVERAGED FM(INCH/HR) = .10
AREA -AVERAGED F (INCH/HR) = .48
AREA -AVERAGED AP = 20
EFFECTIVE STREAM AREA(ACRES) = 65.16
TOTAL STREAM AREA(ACRES) = 80.37
PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.75
FLOW PROCESS FROM NODE 2030.00 TO NODE 2031.00 IS CODE
= 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
~DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 482.00
UPSTREAM ELEVATION(FEET) = 1085.50
DOWNSTREAM ELEVATION(FEET) = 1082.50
ELEVATION DIFFERENCE(FEET) = 3.00
TC(MIN.) = .304*[( 482.00*- 3.00)/( 3.00)]** .20 =
9.938
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.941
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 3.13
TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) =
3.13
t
Page 13
i
FLOW PROCESS FROM NODE 2031.00 TO NODE 2032.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.6
UPSTREAM NODE ELEVATION( FEET) = 1078.20
DOWNSTREAM NODE ELEVATION(FEET) = 1060.37
FLOW LENGTH(FEET) = 65.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.13
TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 10.00
FLOW PROCESS FROM NODE 2032.00 TO NODE 2032.00 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.) = 10.00
RAINFALL INTENSITY(INCH/HR) = 3.93
AREA -AVERAGED FM(iNCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED AP = 10
EFFECTIVE STREAM AREA(ACRES) _ .90
TOTAL STREAM AREA(ACRES) = .90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.13
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC intens' t Fp AP Fm
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR)
(ACRES)
1 148.52 7.02 4.857 .49 .19 .10
31.76
2 156.20 8.63 4.290 .49 .19 .10
38.59
3 185.16 15.34 3.037 .48 .20 .10
66.06
4 184.64 16.18 2.942 .48 .21 .10
68.29
5 174.52 22.13 2.438 .45 .23 .10
79.75
6 169.93 23.69 2.340 .44 .24 .10
81.27
7 162.42 10.00 3.926 .49 .20 .10
44.31
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 185.16 TC(MIN.) = 15.345
EFFECTIVE AREA(ACRES) = 66.06 AREA -AVERAGED FM(INCH/HR) _
.10
AREA -AVERAGED Fp(INCH/HR) _ .48 AREA -AVERAGED AP = .20
TOTAL AREA(ACRES) = 81.27
****************************************************************************
FLOW PROCESS FROM NODE 2032.00 TO NODE 2050.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
M ��
DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.8
UPSTREAM NODE ELEVATION(FEET) = 1059.12
Page 14
r
DOWNSTREAM NODE ELEVATION(FEET) = 1057.49
FLOW LENGTH(FEET) = 200.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 185.16
TRAVEL TIME(MIN.) = .26 TC(MIN.) = 15.60
FLOW PROCESS FROM NODE 2050.00 TO NODE 2050.00 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.) = 15.60
RAINFALL INTENSITY(INCH/HR) = 3.01
AREA -AVERAGED Fm INCH/HR = .10
AREA -AVERAGED Fp INCH = .48
AREA -AVERAGED AP = 20
EFFECTIVE STREAM AREA(ACRES) = 66.06
TOTAL STREAM AREA(ACRES) = 81.27
PEAK FLOW RATE(CFS) AT CONFLUENCE = 185.16
****************************************************************************
FLOW PROCESS FROM NODE 2040.00 TO NODE 2041.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET). = 652.00
UPSTREAM ELEVATION(FEET) = 1078.50
DOWNSTREAM ELEVATION FEET = 1074.50
ELEVATION DIFFERENCE(FEET) = 4.00
TC(MIN.) = .304*[( 652.00** 3.00)/( 4.00)]** .20 = 11.246
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.659
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, AP = .10
SUBAREA RUNOFF(CFS) = 13.23
TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 13.23
FLOW PROCESS FROM NODE 2041.00 TO NODE 2042.00 IS CODE = 3
------------------------------------------------------------ ---------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 5.6
UPSTREAM NODE ELEVATION(FEET) = 1066.94
DOWNSTREAM NODE ELEVATION(FEET) = 1066.55
FLOW LENGTH(FEET) = 78.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.23
TRAVEL TIME(MIN.) _ .23 TC(MIN.) = 11.48
****************************************************************************
FLOW PROCESS FROM NODE 2042.00 TO NODE 2042.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
Page 15
1
f 100 YEAR RAINFALL INTENSITY(INCH/HR)=N3.614
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 11.79
EFFECTIVE AREA(ACRES) = 7.80 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 24.85
TC(MIN) = 11.48
FLOW PROCESS FROM NODE 2042.00 TO NODE 2043.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
------- =------=------------------
-------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 6.5
UPSTREAM NODE ELEVATION(FEET = 1066.55
DOWNSTREAM NODE ELEVATION(FEET) = 1065.53
FLOW LENGTH(FEET) = 203.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 24.85
TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 12.00
FLOW PROCESS FROM NODE 2043.00 TO NODE 2043.00 IS CODE = 8
----------------------------------------------------------------------------
"� »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.520
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 7.13
EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 31.31
TC(MIN) = 12.00
FLOW PROCESS FROM NODE 2043.00 TO NODE 2043.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.520
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.51
EFFECTIVE AREA(ACRES) = 12.20 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 12.20 PEAK FLOW RATE(CFS) = 37.82
TC(MIN) = 12.00
FLOW PROCESS FROM NODE 2043.00 TO NODE 2044.00 IS CODE _ 3
^ Page 16
i
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
------------------------------------------------------
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 7.3
UPSTREAM NODE ELEVATION(FEET = 1065.53
DOWNSTREAM NODE ELEVATION(FEET) = 1064.50
FLOW LENGTH(FEET) = 205.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.82
TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 12.47
FLOW PROCESS FROM NODE 2044.00 TO NODE 2044.00 IS CODE _ 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.440
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.96
EFFECTIVE AREA(ACRES) = 14.50 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) = 43.91
TC(MIN) = 12.47
--FLOW-PROCESS FROM NODE 2044.00 TO NODE 2044.00 IS CODE = 8
--------------------------------------------------------------------
-> »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.440
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.36
EFFECTIVE AREA(ACRES) = 16.60 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 16.60 PEAK FLOW RATE(CFS) = 50.27
TC(MIN) = 12.47
FLOW PROCESS FROM NODE 2044.00 TO NODE 2045.00 IS CODE = 3
--------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 7.8
UPSTREAM NODE ELEVATION(FEET = 1064.50
DOWNSTREAM NODE ELEVATION(FEET) = 1063.51
FLOW LENGTH(FEET) = 197.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 50.27
TRAVEL TIME(MIN.) _ .42 TC(MIN.) = 12.89
Page 17
-j FLOW PROCESS FROM NODE 2045.00 TO NODE 2045.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
--------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.371
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.82
EFFECTIVE AREA(ACRES) = 18.90 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 18.90 PEAK FLOW RATE(CFS) = 56.07
TC(MIN) = 12.89
FLOW PROCESS FROM NODE 2045.00 TO NODE 2045.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
---- -------- -------------=_______==
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.371
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.23
EFFECTIVE AREA(ACRES) = 21.00 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 21.00 PEAK FLOW RATE(CFS) = 62.30
TC(MIN) = 12.89
FLOW PROCESS FROM NODE 2045.00 TO NODE 2046.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 8.2
UPSTREAM NODE ELEVATION(FEET = 1063.51
DOWNSTREAM NODE ELEVATION(FEET) = 1062.47
FLOW LENGTH(FEET) = 207.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 62.30
TRAVEL TIME(MIN.) _ .42 TC(MIN.) = 13.31
FLOW PROCESS FROM NODE 2046.00 TO NODE 2046.00 IS CODE = 8
TO.
---------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.307
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.69
EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 67.77
TC(MIN) = 13.31
Page 18
howi
FLOW PROCESS FROM NODE 2046.00 TO NODE 2046.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.307
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.11
EFFECTIVE AREA(ACRES) = 25.40 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 25.40 PEAK FLOW RATE(CFS) = 73.88
TC(MIN) = 13.31
FLOW PROCESS FROM NODE 2046.00 TO NODE 2047.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.5
UPSTREAM NODE ELEVATION(FEET) = 1062.47
DOWNSTREAM NODE ELEVATION(FEET) = 1061.47
FLOW LENGTH(FEET) = 199.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 73,88
TRAVEL TIME(MIN.) _ .39 TC(MIN.) = 13.70
FLOW PROCESS FROM NODE 2047.00 TO NODE 2047.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.250
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.57
EFFECTIVE AREA(ACRES) = 27.70 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 27.70 PEAK FLOW RATE(CFS) = 79.16
TC(MIN) = 13.70
FLOW PROCESS FROM NODE 2047.00 TO NODE 2047.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.250
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.72
EFFECTIVE AREA(ACRES) = 29.70 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 29.70 PEAK FLOW RATE(CFS) = 84.87
Page 19
cTC(MIN) = 13.70
wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww
FLOW PROCESS FROM NODE 2047.00 TO NODE 2048.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.9
UPSTREAM NODE ELEVATION(FEET) = 1061.47
DOWNSTREAM NODE ELEVATION(FEET) = 1060.47
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 84.87
TRAVEL TIME(MIN.) _ .38 TC(MIN.) = 14.08
*wwwwwwwwwwwww,t,rwwwwwwwwwwwwwwwwwwwwww,rwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwww
FLOW PROCESS FROM NODE 2048.00 TO NODE 2048.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.198
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.46
EFFECTIVE AREA(ACRES) = 32.00 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 32.00 PEAK FLOW RATE(CFS) = 89.94
TC(MIN) = 14.08
wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww
FLOW PROCESS FROM NODE 2048.00 TO NODE 2048.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.198
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.62
EFFECTIVE AREA(ACRES) = 34.00 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 34.00 PEAK FLOW RATE(CFS) = 95.56
TC(MIN) = 14.08
wwwwwwwwwwwwwwwwwwwwwwwww,twwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwt
FLOW PROCESS FROM NODE 2048.00 TO NODE 2049.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
__=------- -__---------------------------------
----------------------
DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 9.0
UPSTREAM NODE ELEVATION(FEET = 1060.47
DOWNSTREAM NODE ELEVATION(FEET) = 1059.46
FLOW LENGTH(FEET) = 202.00 MANNING'S N = .013
dow ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
Page 20
f
i PIPE-FLOW(CFS) = 95.56
TRAVEL TIME(MIN.) _ .38 TC(MIN.) = 14.45
,t���rst,rpt*,t*,r,r**�**+rx•,r**,r,t*,t,t,r+t***�**,t,r*x•x*�,r�,r,t****,t�*,t,t,r,r,e*,t*,r,r,tx•,r**,r+r,r*,r,r**
FLOW PROCESS FROM NODE 2049.00 TO NODE 2049.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.148
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 10.23
EFFECTIVE AREA(ACRES) = 37.70 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 37.70 PEAK FLOW RATE(CFS) = 104.26
TC(MIN) = 14.45
FLOW PROCESS FROM NODE 2049.00 TO NODE 2049.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
_________==------ =_----__-
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.148
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 9.68
EFFECTIVE AREA(ACRES) = 41.20 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 41.20 PEAK FLOW RATE(CFS) = 113.94
TC(MIN) = 14.45
FLOW PROCESS FROM NODE 2049.00 TO NODE 2050.00 IS CODE _ 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.3
UPSTREAM NODE ELEVATION(FEET) = 1059.46
DOWNSTREAM NODE ELEVATION(FEET) = 1057.85
FLOW LENGTH(FEET) = 347.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 113.94
TRAVEL TIME(MIN.) _ .63 TC(MIN.) = 15.08
FLOW PROCESS FROM NODE 2050.00 TO NODE 2050.00 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.) = 15.08
RAINFALL INTENSITY(INCH/HR) = 3.07
AREA -AVERAGED FM(INCH/HR) _ .08
Page 21
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 41.20
TOTAL STREAM AREA(ACRES) = 41.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 113.94
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
q TC Intensit Fp Ap Fm
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR)
(ACRES)
1 234.49 7.30 4.744 .56 .16 .09
51.69
2 249.10 8.90 4.211 .55 .16 .09
62.90
3 260.64 10.27 3.864 .55 .16 .09
72.37
4 296.73 15.60 3.006 .54 .16 .09
107.26
5 292.68 16.44 2.914 .54 .17 .09
109.49
6 263.80 22.39 2.421 .50 .19 .09
120.95
7 255.53 23.96 2.324 .50 .19 .09
122.47
8 296.86 15.08 3.069 .55 .16 .09
105.12
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
Page 22
PEAK FLOW RATE(CFS) = 296.86 TC(MIN.) = 15.079
EFFECTIVE AREA(ACRES) = 105.12 AREA -AVERAGED FM(INCH/HR) _
.09
AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16
TOTAL AREA(ACRES) = 122.47
FLOW PROCESS FROM NODE 2050.00 TO NODE 2072.00 IS CODE = 3
:
-------------------
PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
_�����-------����-------------------------------------
DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.0
UPSTREAM NODE ELEVATION( FEET) = 1057.49
DOWNSTREAM NODE ELEVATION(FEET) = 1056.27
FLOW LENGTH(FEET) = 133.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 296.86
TRAVEL TIME(MIN.) = .15 TC(MIN.) = 15.23
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 2060.00 TO NODE 2061.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 938.00
UPSTREAM ELEVATION(FEET) = 1082.00
DOWNSTREAM ELEVATION FEET= 1076.50
ELEVATION DIFFERENCE FEET = 5.50
TC(MIN.) = .304*[( 938.00** 3.00)/( 5.50)]** .20 = 13.126
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.335
t4"*�
SOIL CLASSIFICATION IS "B"
Page 22
160
j COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 9.10
TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 9.10
****************************************************************************
FLOW PROCESS FROM NODE 2061.00 TO NODE 2071.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 14.0
UPSTREAM NODE ELEVATION(FEET) = 1071.29
DOWNSTREAM NODE ELEVATION(FEET) = 1065.98
FLOW LENGTH(FEET) = 73.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.10
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 13.21
FLOW PROCESS FROM NODE 2071.00 TO NODE 2071.00 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.) = 13.21
RAINFALL INTENSITY(INCH/HR) = 3.32
AREA -AVERAGED FmINCH/HR = .08
AREA -AVERAGED Fp INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 3.10
TOTAL STREAM AREA(ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.10
FLOW PROCESS FROM NODE 2070.00 TO NODE 2071.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1186.00
UPSTREAM ELEVATION(FEET) = 1090.00
DOWNSTREAM ELEVATION(FEET) = 1077.00
ELEVATION DIFFERENCE(FEET) = 13.00
TC(MIN.) = .304*[( 1186.00** 3.00)/( 13.00)]** .20 = 12.721
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.398
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 4.19
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 4.19
FLOW PROCESS FROM NODE 2071.00 TO NODE 2071.00 IS CODE = 1
Page 23
P
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
-------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.72
RAINFALL INTENSITY(INCH/HR) = 3.40
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 1.40
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.19
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC
Intensit
Fp
Ap
Fm
Ae
(CFS) (MIN.)
(INCH/HR�
(INCH/HR)
TC
(INCH/HR)
(ACRES)
1 13.19 13.21
3.322
.75
.10
.08
4.50
2 13.15 12.72
3.398
.75
.10
.08
4.38
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
3.392
.55
.16
PEAK FLOW RATEICFS) =
13.19
TC(MIN.) =
13.213
13.25
EFFECTIVE AREA ACRES)
= 4.50
AREA -AVERAGED
FM(INCH/HR)
_ .08
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED
Ap = .10
4.684
TOTAL AREA(ACRES) =
4.50
.09
54.26
4
260.61
****************************************************************************
FLOW PROCESS FROM NODE 2071.00 TO NODE 2072.00 IS CODE = 3
----------------------------------------------------------------------------
t »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 20.7
UPSTREAM NODE ELEVATION(FEET = 1065.98
DOWNSTREAM NODE ELEVATION(FEET) = 1057.76
FLOW LENGTH(FEET) = 51.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.19
TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 13.25
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
**
PEAK FLOW RATE TABLE
**
Q
TC
Intensit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
291.42
12.76
3.392
.55
.16
.09
92.70
2
295.16
13.25
3.316
.55
.16
.09
96.16
3
245.16
7.45
4.684
.56
.15
.09
54.26
4
260.61
9.05
4.168
.56
.16
.09
66.01
5
272.80
10.42
3.830
.56
.16
.09
75.96
6
308.97
15.23
3.051
.55
.16
.09
109.62
7
308.58
15.75
2.989
.55
.16
.09
111.76
8
304.16
16.59
2.898
.54
.16
.09
113.99
9
273.31
22.54
2.411
.51
.18
.09
125.45
e�""`
Page 24
-j 10 264.65 24.12 2.315 .50 .19 .09 126.97
TOTAL AREA = 126.97
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 308.97 TC(MIN.) = 15.227
EFFECTIVE AREA(ACRES) = 109.62 AREA -AVERAGED FM (INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED AP = .16
TOTAL AREA(ACRES) = 126.97
****************************************************************************
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = •12
-------------------------------------------------------------------7--------
»»>CLEAR MEMORY BANK # 1 ««<
****************************************************************************
FLOW PROCESS FROM NODE 2072.00 TO NODE 2112.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
------------------------------------ -------------------
DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = '12.2
UPSTREAM NODE ELEVATION( FEET) = 1056.27
DOWNSTREAM NODE ELEVATION(FEET) = 1055.92
FLOW LENGTH(FEET) = 69.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 308.97
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 15.32
FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 2080.00 TO NODE 2081.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 323.00
UPSTREAM ELEVATION(FEET) = 1074.00
DOWNSTREAM ELEVATION FEET) = 1071.50
ELEVATION DIFFERENCE FEET) = 2.50
TC(MIN.) = .304*[( 323.00** 3.00)/( 2.50)]** .20 = 8.106
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.454
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 3.55
TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 3.55
****************************************************************************
FLOW PROCESS FROM NODE 2081.00 TO NODE 2091.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
'c Page 25
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.3
UPSTREAM NODE ELEVATION(FEET) = 1067.32
DOWNSTREAM NODE ELEVATION(FEET) = 1065.18
FLOW LENGTH(FEET) = 214.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.55
TRAVEL TIME(MIN.) _ .68 TC(MIN.) = 8.78
FLOW PROCESS FROM NODE 2091.00 TO NODE 2091.00 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.) = 8.78
RAINFALL INTENSITY(INCH/HR) = 4.24
AREA -AVERAGED FmINCH/HR = .08
AREA -AVERAGED Fp�INCH/HR� _ .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) _ .90
TOTAL STREAM AREA(ACRES) = .90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.55
FLOW PROCESS FROM NODE 2090.00 TO NODE 2091.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 461.00
UPSTREAM ELEVATION(FEET) = 1075.00
DOWNSTREAM ELEVATION(FEET) = 1074.00
ELEVATION DIFFERENCE FEET = 1.00
TC(MIN.) = .304*[( 461.00** 3.00)/( 1.00)]** .20 = 12.053
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.510
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 1.55
TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 1.55
FLOW PROCESS FROM NODE 2091.00 TO NODE 2091.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
-----------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.05
RAINFALL INTENSITY(INCH/HR) = 3.51
AREA -AVERAGED FmINCH/HR = .08
AREA -AVERAGED Fp�INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) _ .50
9 Page 26
il�;
TOTAL STREAM AREA(ACRES) _ .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC
Intensit
Fp Ap
Fm
Ae
(CFS) (MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 4.91 8.78
4.244
.75 .10
.08
1.26
2 4.47 12.05
3.510
.75 .10
.08
1.40
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
4.91
TC(MIN.) =
8.784
EFFECTIVE AREA(ACRES)
= 1.26
AREA -AVERAGED
FM(INCH/HR)
_ .08
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED
Ap = .10
TOTAL AREA(ACRES) =
1.40
****************************************************************************
FLOW PROCESS FROM NODE 2091.00 TO NODE 2102.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 11.2
UPSTREAM NODE ELEVATION(FEET = 1065.18
DOWNSTREAM NODE ELEVATION(FEET) = 1062.75
FLOW LENGTH(FEET) = 39.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.91
TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 8.84
FLOW PROCESS FROM NODE 2102.00 TO NODE 2102.00 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.) = 8.84
RAINFALL INTENSITY(INCH/HR) = 4.23
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 1.26
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91
FLOW PROCESS FROM NODE 2100.00 TO NODE 2101.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
- ------
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 451.00
UPSTREAM ELEVATION(FEET) = 1075.00
DOWNSTREAM ELEVATION(FEET) = 1074.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC(MIN.) = .304*[( 451.00** 3.00)/( 1.00)]** .20 = 11.895
Page 27
R
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.538
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 1.56
TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 1.56
FLOW PROCESS FROM NODE 2101.00 TO NODE 2102.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
------------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 11.9
UPSTREAM NODE ELEVATION(FEET) = 1068.77
DOWNSTREAM NODE ELEVATION(FEET) = 1062.75
FLOW LENGTH(FEET) = 31.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18:00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.56
TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 11.94
****************************************************************************
FLOW PROCESS FROM NODE 2102.00 TO NODE 2112.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
Page 28
t
FLOW PROCESS FROM NODE 2102.00 TO NODE 2102.00 IS CODE =
--------------
1
------------------------------------------------------------- 7
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
-----------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
-
TIME OF CONCENTRATION(MIN. = 11.94
RAINFALL INTENSITY(INCH/HR) = 3.53
AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED F ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) _ .50
TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.56
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensit Fp Ap Fm
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR)
(ACRES)
1 6.30 8.84 4.227 .75 .10 .07
1.63
2 6.01 12.11 3.500 .75 .10 .08
1.90
3 6.05 11.94 3.530 .75 .10 .08
1.89
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.30 TC(MIN.) = 8.842
EFFECTIVE AREA(ACRES) = 1.63 AREA -AVERAGED FM(INCH/HR)
_ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.90
****************************************************************************
FLOW PROCESS FROM NODE 2102.00 TO NODE 2112.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
Page 28
t
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.9
UPSTREAM NODE ELEVATION(FEET) = 1062.75
DOWNSTREAM NODE ELEVATION(FEET) = 1057.67
FLOW LENGTH(FEET) = 82.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.30
TRAVEL TIME(MIN.) _ .11 TC(MIN.) = 8.96
****************************************************************************
FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 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. = 8.96
RAINFALL INTENSITY(INCH/HR) = 4.19
AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 1.63
TOTAL STREAM AREA(ACRES) = 1.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.30
FLOW PROCESS FROM NODE 2110.00 TO NODE 2111.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 197.00
UPSTREAM ELEVATION(FEET) = 1078.50
DOWNSTREAM ELEVATION(FEET) = 1076.50
ELEVATION DIFFERENCE(FEET) = 2.00
TC(MIN.) = .304*[( 197.00** 3.00)/( 2.00)]** .20 = 6.300
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.181
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 1.84
TOTAL AREA(ACRES) = .40 PEAK FLOW RATE(CFS) = 1.84
****************************************************************************
FLOW PROCESS FROM NODE 2111.00 TO NODE 2112.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5
UPSTREAM NODE ELEVATION( FEET) = 1058.45
DOWNSTREAM NODE ELEVATION(FEET) = 1057.12
FLOW LENGTH(FEET) = 70.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.84
TRAVEL TIME(MIN.) _ .21 TC(MIN.) = 6.51
Page 29
Ll
****************************************************************************
FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
-----------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. = 6.51
RAINFALL INTENSITY(INCH/HR = 5.08
AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED F ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) _ .40
TOTAL STREAM AREA(ACRES) = .40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
PEAK FLOW RATE TABLE
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensit
Fp
Ap Fm
Ae
(CFS) (MIN.) (INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 7.81 8.96 4.195
.75
.10 .07
2.03
2 7.31 12.05 3.510
.75
.10 .08
2.29
3 7.26 12.23 3.480
.75
.10 .08
2.30
4 7.40 6.51 5.079
.75
.10 .07
1.59
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
2
266.53
PEAK FLOW RATE(CFS) = 7.81
TC(MIN.) =
8.956
.15
EFFECTIVE AREA(ACRES) = 2.03
AREA -AVERAGED FM(INCH/HR)
_ .07
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED Ap = .10
12.05
TOTAL AREA(ACRES) = 2.30
.56
.16
.09
FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
**
PEAK FLOW RATE TABLE
**
Q
TC
intensityFp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR
(INCH/HR)
(INCH/HR)
(ACRES)
1
238.82
6.51
5.079
.57
.15
.09
48.37
2
266.53
8.96
4.195
.56
.15
.09
66.61
3
292.32
12.05
3.510
.56
.16
.09
89.23
4
293.66
12.23
3.480
.56
.16
.09
90.48
5
252.74
7.55
4.647
.57
.15
.09
56.03
6
268.39
9.15
4.141
.56
.15
.09
68.06
7
280.36
10.52
3.808
.56
.15
.09
78.12
8
298.47
12.86
3.376
.56
.16
.09
95.00
9
302.05
13.35
3.302
.56
.16
.09
98.46
10
315.29
15.32
3.040
.55
.16
.09
111.92
11
314.78
15.85
2.979
.55
.16
.09
114.06
12
310.17
16.68
2.888
.55
.16
.09
116.29
13
278.28
22.64
2.405
.51
.18
.09
127.75
14
269.41
24.21
2.310
.50
.19
.09
129.27
TOTAL AREA =
129.27
COMPUTED CONFLUENCE
ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS)
=
315.29
TC(MIN.) =
15.322
EFFECTIVE AREA((ACRES)
=
111.92 AREA -AVERAGED
Page 30
FM(INCH/HR)
_ .09
AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16
TOTAL AREA(ACRES) = 129.27
FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
****************************************************************************
FLOW PROCESS FROM NODE 2112.00 TO NODE 2122.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.3 INCHES
PIPE -FLOW VELOCI7Y(FEET/SEC.8.9
UPSTREAM NODE ELEVATION(FEET� = 1055.92 =
DOWNSTREAM NODE ELEVATION(FEET) = 1054.73
FLOW LENGTH(FEET) = 530.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 315.29
TRAVEL TIME(MIN.) = .99 TC(MIN.) = 16.31
****************************************************************************
FLOW PROCESS FROM NODE 2122.00 TO NODE 2122.00 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.= 16.31
RAINFALL INTENSITY(INCH/HR) = 2.93
AREA -AVERAGED FM(INCH/HR) _ .09
AREA -AVERAGED F ((INCH HR)) _ .55
AREA -AVERAGED Ap = 16
EFFECTIVE STREAM AREA(ACRES) = 111.92
TOTAL STREAM AREA(ACRES) = 129.27
PEAK FLOW RATE(CFS) AT CONFLUENCE = 315.29
FLOW PROCESS FROM NODE 2120.00 TO NODE 2121.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 573.00
UPSTREAM ELEVATION(FEET) = 1078.00
DOWNSTREAM ELEVATION(FEET) = 1072.00
ELEVATION DIFFERENCE FEET = 6.00
TC(MIN.) = .304*[( 573.00** 3.00)/(6.00)]** .20 = 9.597
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.025
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 4.27
TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.27
Page 31
FLOW PROCESS FROM NODE 2121.00 TO NODE 2122.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 13.9
UPSTREAM NODE ELEVATION(FEET� = 1064.58
DOWNSTREAM NODE ELEVATION(FEET) = 1056.23
FLOW LENGTH(FEET) = 65.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.27
TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 9.68
FLOW PROCESS FROM NODE 2122.00 TO NODE 2122.00 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.) = 9.68
RAINFALL INTENSITY(INCH/HR) = 4.01
AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED F ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 1.20
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.27
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
FLOW PROCESS FROM NODE 2122.00 TO NODE 2142.00 IS CODE = 3
Page 32
Q
TC
Intensit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
242.70
7.57
4.639
.57
.15
.09
49.31
2
256.81
8.59
4.301
.57
.15
.09
57.10
3
270.71
9.99
3.928
.57
.15
.09
67.81
4
272.53
10.17
3.887
.57
.15
.09
69.26
5
284.19
11.53
3.604
.56
.15
.09
79.32
6
295.87
13.07
3.344
.56
.15
.09
90.43
7
297.18
13.24
3.318
.56
.16
.09
91.68
8
301.89
13.85
3.229
.56
.16
.09
96.20
9
305.40
14.34
3.163
.56
.16
.09
99.66
10
318.39
16.31
2.928
.55
.16
.09
113.12
11
317.81
16.83
2.873
.55
.16
.09
115.26
12
313.11
17.67
2.790
.55
.16
.09
117.49
13
280.74
23.65
2.343
.51
.18
.09
128.95
14
271.78
25.23
2.253
.50
.19
.09
130.47
15
267.68
9.68
4.005
.57
.15
.09
65.42
COMPUTED CONFLUENCE
ESTIMATES ARE
AS FOLLOWS:
PEAK
FLOW RATE
CFS) =
318.39
TC(MIN.) =
16.309
EFFECTIVE AREA(ACRES)
= 113.12
AREA -AVERAGED
FM(INCH/HR)
_ .09
AREA -AVERAGED
Fp(INCH/HR) = .55
AREA -AVERAGED
Ap = .16
TOTAL
AREA(ACRES) =
130.47
FLOW PROCESS FROM NODE 2122.00 TO NODE 2142.00 IS CODE = 3
Page 32
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6
UPSTREAM NODE ELEVATION(FEET) = 1054.73
DOWNSTREAM NODE ELEVATION(FEET) = 1051.80
FLOW LENGTH(FEET) = 668.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 318.39
TRAVEL TIME(MIN.) = .96 TC(MIN.) = 17.27
****************************************************************************
FLOW PROCESS FROM NODE 2142.00 TO NODE 2142.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 2130.00 TO NODE 2131.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1261.00
UPSTREAM ELEVATION(FEET) = 1072.00
DOWNSTREAM ELEVATION FEET= 1065.00
ELEVATION DIFFERENCE(FEET3 = 7.00
TC(MIN.) = .304*[( 1261.00** 3.00)/( 7.00)]** .20 = 14.938
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.086
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, AP = .10
SUBAREA RUNOFF(CFS) = 12.20
TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 12.20
FLOW PROCESS FROM NODE 2131.00 TO NODE 2141.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
--- ---------------
-DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.1
UPSTREAM NODE ELEVATION(FEET) = 1054.98
DOWNSTREAM NODE ELEVATION(FEET) = 1054.30
FLOW LENGTH(FEET) = 68.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.20
TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 15.10
FLOW PROCESS FROM NODE 2141.00 TO NODE 2141.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2Amok -
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
Page 33
****************************************************************************
FLOW PROCESS FROM NODE 2140.00 TO NODE 2141.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
--------------------------------------------
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1205.00
UPSTREAM ELEVATION(FEET) = 1074.00
DOWNSTREAM ELEVATION FEET= 1066.00
ELEVATION DIFFERENCE FEET = 8.00
TC(MIN.) = .304*[( 1205.00** 3.00)/( 8.00)]** .20 = 14.153
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.188
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 3.64
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.64
FLOW PROCESS FROM NODE 2141.00 TO NODE 2141.00 IS CODE = 1
---------- ----- ----- --------- -------- --------- -------- ------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.15
RAINFALL INTENSITY(INCH/HR) = 3.19
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED F ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 1.30
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.64
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC
TIME OF CONCENTRATION(MIN. =
15.10
Ae
(ACRES)
RAINFALL INTENSITY(INCH/HR) =
3.07
(INCH/HR)
AREA -AVERAGED Fm INCH/HR =
.08
3.067
AREA -AVERAGED Fp(INCH/HR =
.75
2 15.54 14.15
AREA -AVERAGED Ap = 10
.75 .10 .07
5.52
EFFECTIVE STREAM AREA(ACRES)
= 4.50
TOTAL STREAM AREA(ACRES) =
4.50
TC(MIN.) = 15.097
PEAK FLOW RATE(CFS) AT CONFLUENCE
= 12.20
****************************************************************************
FLOW PROCESS FROM NODE 2140.00 TO NODE 2141.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
--------------------------------------------
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1205.00
UPSTREAM ELEVATION(FEET) = 1074.00
DOWNSTREAM ELEVATION FEET= 1066.00
ELEVATION DIFFERENCE FEET = 8.00
TC(MIN.) = .304*[( 1205.00** 3.00)/( 8.00)]** .20 = 14.153
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.188
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 3.64
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.64
FLOW PROCESS FROM NODE 2141.00 TO NODE 2141.00 IS CODE = 1
---------- ----- ----- --------- -------- --------- -------- ------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.15
RAINFALL INTENSITY(INCH/HR) = 3.19
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED F ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 1.30
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.64
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC
Intensit
Fp Ap Fm
(INCH/HR)
Ae
(ACRES)
(CFS) (MIN.)
(INCH/HR�
(INCH/HR)
1 15.70 15.10
3.067
.75 .10 .07
5.80
2 15.54 14.15
3.188
.75 .10 .07
5.52
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
15.70
TC(MIN.) = 15.097
EFFECTIVE AREA(ACRES)
= 5.80
AREA -AVERAGED FM(INCH/HR)
_ .07
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) =
5.80
****************************************************************************
Page 34
FLOW PROCESS FROM NODE 2141.00 TO NODE 2142.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.0
UPSTREAM NODE ELEVATION(FEET) = 1054.30
DOWNSTREAM NODE ELEVATION(FEET) = 1053.68
FLOW LENGTH(FEET) = 51.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.70
TRAVEL TIME(MIN.) _ .11 TC(MIN.) = 15.20
****************************************************************************
FLOW PROCESS FROM NODE 2142.00 TO NODE 2142.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
**
PEAK FLOW RATE TABLE
**
Q
TC
IntenSit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
313.00
14.26
3.174
.57
.15
.09
97.47
2
320.34
15.20
3.054
.57
.15
.09
104.72
3
255.48
8.61
4.295
.58
.15
.09
52.64
4
270.14
9.60
4.023
.58
.15
.09
60.82
5
281.58
10.69
3.773
.57
.15
.09
69.55
6
284.77
11.00
3.708
.57
.15
.09
72.06
7
286.67
11.18
3.672
.57
.15
.09
73.59
8
298.97
12.52
3.431
.57
.15
.09
84.17
9
311.32
14.05
3.202
.57
.15
.09
95.86
10
312.70
14.22
3.178
.57
.15
.09
97.19
11
317.52
14.83
3.099
.57
.15
.09
101.89
12
321.03
15.30
3.042
.57
.15
.09
105.46
13
332.90
17.27
2.829
.56
.16
.09
118.92
14
332.06
17.80
2.779
.56
.16
.09
121.06
15
326.96
18.63
2.703
.55
.16
.09
123.29
16
292.39
24.64
2.286
.52
.18
.09
134.75
17
282.98
26.24
2.201
.51
.18
.09
136.27
TOTAL AREA=
136.27
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS)
=
332.90
TC(MIN.) =
17.269
EFFECTIVE AREA(ACRES)
=
118.92
AREA -AVERAGED
FM(INCH/HR)
_ .09
AREA -AVERAGED
Fp(INCH/HR) = .56
AREA -AVERAGED
Ap = .16
TOTAL AREA(ACRES) =
136.27
****************************************************************************
FLOW PROCESS FROM NODE 2142.00 TO NODE 2142.00 IS CODE = 12
------------------------------------------------------------- 7 --------------
»»>CLEAR MEMORY BANK # 1 ««<
****************************************************************************
FLOW PROCESS FROM NODE 2142.00 TO NODE 2143.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
--------------------------------
DEPTH OF FLOW IN 69.0 INCH PIPE IS 50.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.3
AOW
Page 35
UPSTREAM NODE ELEVATION(FEET) =
1051.80
DOWNSTREAM NODE ELEVATION(FEET) =
1040.00
FLOW LENGTH(FEET) =
1143.00 MANNING'S N =
.013
ESTIMATED PIPE DIAMETER(INCH) =
69.00 NUMBER
OF PIPES =
1
PIPE-FLOW(CFS) = 332.90
TRAVEL TIME(MIN.) =
1.17 TC(MIN.) = 18.44
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
= 136.27
TC(MIN.)
=
18.44
EFFECTIVE AREA(ACRES)
= 118.92
AREA -AVERAGED
FM(INCH/HR)=
.09
AREA -AVERAGED Fp(INCH/HR) _ .56
AREA -AVERAGED
Ap = .16
PEAK FLOW RATE(CFS)
= 332.90
** PEAK FLOW RATE TABLE **
Q TC
Intensit
Fp
AP
FM
Ae
(CFS) (MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 255.48 9.88
3.954
.58
.15
.09
52.64
2 270.14 10.84
3.741
.58
.15
.09
60.82
3 281.58 11.92
3.534
.57
.15
.09
69.55
4 284.77 12.23
3.479
.57
.15
.09
72.06
5 286.67 12.41
3.449
.57
.15
.09
73.59
6 298.97 13.72
3.247
.57
.15
.09
84.17
7 311.32 15.25
3.049
.57
.15
.09
95.86
8 312.70 15.42
3.028
.57
.15
.09
97.19
9 313.00 15.46
3.024
.57
.15
.09
97.47
10 317.52 16.03
2.958
.57
.15
.09
101.89
11 320.34 16.40
2.918
.57
.15
.09
104.72
12 321.03 16.50
2.908
.57
.15
.09
105.46
13 332.90 18.44
2.720
.56
.16
.09
118.92
14 332.06 18.99
2.672
.56
.16
.09
121.06
15 326.96 19.83
16 292.39 25.87
2.604
2.220
.55
.52
.16
.18
.09
.09
123.29
134.75
17 282.98 27.47
2.141
.51
.18
.09
136.27
END OF RATIONAL METHOD ANALYSIS
•
Page 36
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) copyright 1983-93 Advanced Engineering software (aes)
Ver. 1.96 Release Date: 7/18/93 License ID 1202
Analysis prepared by:
HURT-ZOLLARS, INC.
1101 S. MILLIKEN, SUITE G
ONTARIO, CALIFORNIA 91761
TEL: (909) 390-8400 - FAx: (909) 390-8406
************************** DESCRIPTION OF STUDY **************************
* SIERRA BUSINESS PARK - FONTANA
* LINE H
* HYDROLOGIC ANALYSIS - 100 -YEAR - ULTIMATE CONDITION
FILE NAME: 0405H100.DAT
TIME/DATE OF STUDY: 10:47 1/22/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE.SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 920
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400
SLOPE OF INTENSITY DURATION CURVE = .6000
FLOW PROCESS FROM NODE 3000.00 TO NODE 3001.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 562.00
UPSTREAM ELEVATION(FEET) = 1070.00
DOWNSTREAM ELEVATION FEET = 1066.50
ELEVATION DIFFERENCE(FEET) = 3.50
TC(MIN.) = .304*[( 562.00** 3.00)/( 3.50)]** .20 = 10.566
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.799
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, AP = .10
SUBAREA RUNOFF(CFS) = 11.73
TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 11.73
****************************************************************************
FLOW PROCESS FROM NODE 3001.00 TO NODE 3002.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
Page 1
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 5.5
UPSTREAM NODE ELEVATION(FEET = 1060.52
DOWNSTREAM NODE ELEVATION(FEET) = 1059.99
FLOW LENGTH(FEET) = 106.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.73
TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 10.89
FLOW PROCESS FROM NODE 3002.00 TO NODE 3002.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.731
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 12.17
EFFECTIVE AREA(ACRES) = 7.20 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 23.69
TC(MIN) = 10.89
FLOW PROCESS FROM NODE 3002.00 TO NODE 3003.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
- »»>USING COMPUTER -ESTIMATED PIPESIZE-(NON PRESSURE -FLOW)««< ---------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 6.4
UPSTREAM NODE ELEVATION(FEET) = 1059.99
DOWNSTREAM NODE ELEVATION(FEET) = 1059.02
FLOW LENGTH(FEET) = 194.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 23.69
TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 11.39
FLOW PROCESS FROM NODE 3003.00 TO NODE 3003.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.631
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 6.08
EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 29.13
TC(MIN) = 11.39
FLOW PROCESS FROM NODE 3003.00 TO NODE 3003.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
Page 2
----------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.631
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.72
EFFECTIVE AREA(ACRES) = 11.20 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 11.20 PEAK FLOW RATE(CFS) = 35.85
TC(MIN) = 11.39
*,r�,t*,t,t�t�t,t*,r*�**,r�r**,r*,r,t�*��**�*,t,t**,t***,t*�,t�,t*,t*,r,r*��***�,r�,t,t**�**,a•x,r,t*,t*,r,r
FLOW PROCESS FROM NODE 3003.00 TO NODE 3004.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 7.0
UPSTREAM NODE ELEVATION(FEET = 1059.02
DOWNSTREAM NODE ELEVATION(FEET) = 1058.03
FLOW LENGTH(FEET) = 197.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 35.85
TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 11.86
*�**,r,t•*��*,r***,r*�x,t*************,r,t*��,r*,r,r***,t***,r**,r*,tit****,r**,r**,rte**�**,r***
FLOW PROCESS FROM NODE 3004.00 TO NODE 3004.00 IS CODE = 8
------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSIIY(INCH/HR) = 3.545
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.62
EFFECTIVE AREA(ACRES) = 13.00 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 13.00 PEAK FLOW RATE(CFS) = 40.59
TC(MIN) = 11.86
FLOW PROCESS FROM NODE 3004.00 TO NODE 3004.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
N 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.545 N---------��----______
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.56
EFFECTIVE AREA(ACRES) = 15.10 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS) = 47.15
TC(MIN) = 11.86
t***�,t**,t**�,t****,t,r��*,t,r,t,r,tit,t**rt*�****�t•*,r,t**,t*�*****�*,t*�***,r�,r*�r�,t*,r�r,t�t•x,t�r,r
0", FLOW PROCESS FROM NODE 3004.00 TO NODE 3005.00 IS CODE _
Page 3
c
i------------------------------------------------------------- 7 --------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7
UPSTREAM NODE ELEVATION(FEET) = 1058.03
DOWNSTREAM NODE ELEVATION(FEET) = 1057.11
FLOW LENGTH(FEET) = 184.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 47.15
TRAVEL TIME(MIN.) _ .40 TC(MIN.) = 12.26
FLOW PROCESS FROM NODE 3005.00 TO NODE 3005.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.475
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.81
EFFECTIVE AREA(ACRES) = 17.00 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 17.00 PEAK FLOW RATE(CFS) = 52.01
TC(MIN) = 12.26
FLOW PROCESS FROM NODE 3005.00 TO NODE 3005.00 IS CODE = 8
---
---------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.475
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.43
EFFECTIVE AREA(ACRES) = 19.10 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 19.10 PEAK FLOW RATE(CFS) = 58.44
TC(MIN) = 12.26
FLOW PROCESS FROM NODE 3005.00 TO NODE 3006.00 IS CODE = 3
---------------------- -------------------------------------- ----------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.1
UPSTREAM NODE ELEVATION( FEET) = 1057.11
DOWNSTREAM NODE ELEVATION(FEET) = 1056.03
FLOW LENGTH(FEET) = 215.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES =, 1
PIPE-FLOW(CFS) = 58.44
TRAVEL TIME(MIN.) _ .44 TC(MIN.) = 12.70
Page 4
i
loftk
FLOW PROCESS FROM NODE 3006.00 TO NODE 3006.00 IS CODE = 8
------------------------------------------------------------- ---------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.401
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.69
EFFECTIVE AREA(ACRES) = 21.00 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 21.00 PEAK FLOW RATE(CFS) = 62.87
TC(MIN) = 12.70
FLOW PROCESS FROM NODE 3006.00 TO NODE 3006.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.401 N
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.29
EFFECTIVE AREA(ACRES) = 23.10 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 23.10 PEAK FLOW RATE(CFS) = 69.16
TC(MIN) = 12.70
FLOW PROCESS FROM NODE 3006.00 TO NODE 3007.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.2
UPSTREAM NODE ELEVATION(FEET) = 1056.03
DOWNSTREAM NODE ELEVATION(FEET) = 1055.01
FLOW LENGTH(FEET) = 203.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 69.16
TRAVEL TIME(MIN.) _ .41 TC(MIN.) = 13.11
FLOW PROCESS FROM NODE 3007.00 TO NODE 3007.00 IS CODE =
----------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.337
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.58
EFFECTIVE AREA(ACRES) = 25.00 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 25.00 PEAK FLOW RATE(CFS) = 73.40
TC(MIN) = 13.11
Page 5
wwwwwwwww,tw,rwwwwwwwwwwwwwww*w*wwwww,t,twwwwwww*w*wwwwwwwwwwwwwwwwwwwwwwwww*www
FLOW PROCESS FROM NODE 3007.00 TO NODE 3007.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.337
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.87
EFFECTIVE AREA(ACRES) = 27.00 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 27.00 PEAK FLOW RATE(CFS) = 79.27
TC(MIN) = 13.11
w,rwww,twwwwww�wwwwwwwwwwww*ww*ww*wwwwwwwwwwwwwwwwwwwwww*wwwwwww*w*wwwwwwwwwww
FLOW PROCESS FROM NODE 3007.00 TO NODE 3008.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 8.6
UPSTREAM NODE ELEVATION(FEET = 1055.01
DOWNSTREAM NODE ELEVATION(FEET) = 1054.03
FLOW LENGTH(FEET) = 195.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
TRAVELPIPE-FLTIME(MIN.) = 79.38 .27 TC(MIN.) = 13.49
� www*wwwwwwwwwwww,t*wwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwww,tw�rw,�ww**wwwwww
FLOW PROCESS FROM NODE 3008.00 TO NODE 3008.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.281
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.19
EFFECTIVE AREA(ACRES) = 28.80 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) = 83.09
TC(MIN) = 13.49
wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww
FLOW PROCESS FROM NODE 3008.00 TO NODE 3008.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.281
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.06
EFFECTIVE AREA(ACRES) = 30.90 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
?wk'' TOTAL AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) = 89.15
Page 6
r
11 TC(MIN) = 13.49
FLOW PROCESS FROM NODE 3008.00 TO NODE 3009.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
-------------------------------------
DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.9
UPSTREAM NODE ELEVATION(FEET) = 1054.03
DOWNSTREAM NODE ELEVATION(FEET) = 1053.02
FLOW LENGTH(FEET) = 201.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 89.15
TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 13.87
FLOW PROCESS FROM NODE 3009.00 TO NODE 3009.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.227
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 8.51
EFFECTIVE AREA(ACRES) = 33.90 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 33.90 PEAK FLOW RATE(CFS) = 96.18
TC(MIN) = 13.87
FLOW PROCESS FROM NODE 3009.00 TO NODE 3009.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.227
SOIL CLASSIFICATION IS B
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 9.65
EFFECTIVE AREA(ACRES) = 37.30 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 37.30 PEAK FLOW RATE(CFS) = 105.82
TC(MIN) = 13.87
FLOW PROCESS FROM NODE 3009.00 TO NODE 3022.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.7 INCHES
PIPE -FLOW VELOCIIY(FEET/SEC. = 6.0
UPSTREAM NODE ELEVATION(FEET = 1053.02
DOWNSTREAM NODE ELEVATION(FEET) = 1051.75
FLOW LENGTH(FEET) = 805.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1
Page 7
PIPE-FLOW(CFS) = 105.82
TRAVEL TIME(MIN.) = 2.23 TC(MIN.) = 16.09
FLOW PROCESS FROM NODE 3022.00 TO NODE 3022.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
****************************************************************************
FLOW PROCESS FROM NODE 3010.00 TO NODE 3011.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1226.00
UPSTREAM ELEVATION(FEET) = 1068.00
DOWNSTREAM ELEVATION(FEET) = 1065.00
ELEVATION DIFFERENCE(FEET) = 3.00
TC(MIN.) = .304*[( 1226.00** 3.00)/( 3.00)]** .20 = 17.400
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.816
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 13.82
TOTAL AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) = 13.82
--FLOW PROCESS FROM NODE 3011.00 TO NODE 3012.00 IS CODE = 3
JJJ----------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3
UPSTREAM NODE ELEVATION( FEET) = 1056.42
DOWNSTREAM NODE ELEVATION(FEET) = 1055.94
FLOW LENGTH(FEET) = 48.00 MANNING`S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.82
TRAVEL TIME(MIN.) _ .11 TC(MIN.) = 17.51
FLOW PROCESS FROM NODE 3012.00 TO NODE 3012.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.806
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.21
EFFECTIVE AREA(ACRES) = 6.50 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 15.97
TC(MIN) = 17.51
Page 8
FLOW PROCESS FROM NODE 3012.00 TO NODE 3021.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4
UPSTREAM NODE ELEVATION(FEET) = 1055.70
DOWNSTREAM NODE ELEVATION(FEET) = 1055.55
FLOW LENGTH(FEET) = 23.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.97
TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 17.57
****************************************************************************
FLOW PROCESS FROM NODE 3021.00 TO NODE 3021.00 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.) = 17.57
RAINFALL INTENSITY(INCH/HR) = 2.80
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED F ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 6.50
TOTAL STREAM AREA(ACRES) = 6.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.97
FLOW PROCESS FROM NODE 3020.00 TO NODE 3021.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
---------------------------------------------
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 2476.00
UPSTREAM ELEVATION(FEET) = 1090.00
DOWNSTREAM ELEVATION(FEET) = 1066.00
ELEVATION DIFFERENCE FEET = 24.00
TC(MIN.) = 304*[( 2476.00** 3.00)/( 24.00)]** .20 = 17.502
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.806
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 9.10
TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 9.10
FLOW PROCESS FROM NODE 3021.00 TO NODE 3021.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
------ - ----------- ----- - - - -------- -
TOTAL
_=__=_TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 17.50
RAINFALL INTENSITY(INCH/HR) = 2.81
AREA -AVERAGED FM(INCH/HR) _ .08
Page 9
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 3.70
TOTAL STREAM AREA(ACRES) = 3.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC
Intensit
Fp
Ap
Fm
Ae
(CFS) (MIN.)
(INCH/HR�
(INCH/HR)
(A47.47
(INCH/HR)
(ACRES)
1 25.05 17.57
2.800
.75
.10
.08
10.20
2 25.05 17.50
2.806
.75
.10
.08
10.17
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
47.50
PEAK FLOW RATE(CFS) =
25.05
TC(MIN.) =
17.570
EFFECTIVE AREA(ACRES)
= 10.20
AREA -AVERAGED
FM(INCH/HR)
_ .08
AREA -AVERAGED Fp(INCH/HR)
_ .75
AREA -AVERAGED
Ap = .10
AREA -AVERAGED
TOTAL AREA(ACRES) =
10.20
TOTAL AREA(ACRES) = 47.50
****************************************************************************
FLOW PROCESS FROM NODE 3021.00 TO NODE 3022.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
----- ------- -------------�����-___
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.20.4
UPSTREAM NODE ELEVATION(FEET� = 1055.55 =
�,.., DOWNSTREAM NODE ELEVATION(FEET) = 1053.00
FLOW LENGTH(FEET) = 25.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 25.05
TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 17.59
****************************************************************************
FLOW PROCESS FROM NODE 3022.00 TO NODE 3022.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
** PEAK FLOW RATE TABLE **
Q
TC intens -it
Fp
Ap Fm
Ae
(17.52 (IN�
(INCH/HR)
(INCH/HR)
(A47.47
1 125.47
2.804
.5
.10
2 125.23
17.59 2.798
.75
.10 .08
47.50
3 130.06
16.09 2.951
.75
.10 .08
46.65
TOTAL AREA =
47.50
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS)
= 130.06
TC(MIN.) =
16.094
EFFECTIVE AREA(ACRES)
= 46.65
AREA -AVERAGED FM(INCH/HR) _
.08
AREA -AVERAGED
Fp(INCH/HR) _ .75
AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 47.50
FLOW PROCESS FROM NODE 3022.00 TO NODE 3022.00 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
Page 10
FLOW PROCESS FROM NODE 3022.00 TO NODE 3023.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
-----------------------------
DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 12.6
UPSTREAM NODE ELEVATION(FEET� = 1051.75
DOWNSTREAM NODE ELEVATION(FEET) = 1039.92
FLOW LENGTH(FEET) = 1186.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 130.06
TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 17.66
----------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 47.50 TC(MIN.) = 17.66
EFFECTIVE AREA(ACRES) = 46.65 AREA -AVERAGED FM(INCH/HR)= .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
PEAK FLOW RATE(CFS) = 130.06
**
PEAK FLOW RATE TABLE
**
Q
TC
intensit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
130.06
17.66
2.791
.75
.10
.08
46.65
2
125.47
19.09
2.664
.75
.10
.08
47.47
3
125.23
19.16
2.658
.75
.10
.08
47.50
END OF RATIONAL METHOD ANALYSIS
AOW
Page 11
'w
}
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION
(c) Copyright 1983-93 Advanced Engineering software (aes�
ver. 1.9B Release Date: 7/18/93 License ID 1202
Analysis prepared by:
HUITT-ZOLLARS, INC.
1101 S. MILLIKEN, SUITE G
ONTARIO, CALIFORNIA 91761
TEL: (909) 390-8400 - FAX: (909) 390-8406
************************** DESCRIPTION OF STUDY **************************
SIERRA BUSINESS PARK - FONTANA
LINE F
HYDROLOGIC ANALYSIS - 100 -YEAR - ULTIMATE CONDITION
**************************************************************************
FILE NAME: 0405F100.DAT
TIME/DATE OF STUDY: 14:30 2/23/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----_---------—���—_�-----_�—________--______
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 920
c' 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400
SLOPE OF INTENSITY DURATION CURVE = .6000
****************************************************************************
FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 2.2
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
—DEVELOPMENT IS COMMERCIAL
USER SPECIFIED TC(MIN.) = 12.000
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.520
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, AP = .10
SUBAREA RUNOFF(CFS) = 21.55
TOTAL AREA(ACRES) = 6.95 PEAK FLOW RATE(CFS) = 21.55
FLOW PROCESS FROM NODE 4000.00 TO NODE 4013.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 13.2
UPSTREAM NODE ELEVATION(FEET = 1085.73
DOWNSTREAM NODE ELEVATION(FEET) = 1067.71
Page 1
FLOW LENGTH(FEET) = 513.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 21.55
TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 12.65
FLOW PROCESS FROM NODE 4013.00 TO NODE 4013.00 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.) = 12.65
RAINFALL INTENSITY(INCH/HR) = 3.41
AREA -AVERAGED Fm INCH/HR .08
AREA -AVERAGED Fp INCH/HR = .75
AREA -AVERAGED Alp 10
EFFECTIVE STREAM AREA(ACRES) = 6.95
TOTAL STREAM AREA(ACRES) = 6.95
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.55
****************************************************************************
FLOW PROCESS FROM NODE 4010.00 TO NODE 4011.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 557.00
UPSTREAM ELEVATION(FEET) = 1084.50
DOWNSTREAM ELEVATION(FEET) 1082.00
f' ELEVATION DIFFERENCE(FEET) = 2.50
TC(MIN.) = .304*[( 557.00** 3.00)/( 2.50)]** .20 = 11.241
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.660
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION Ap = .10
SUBAREA RUNOFF(CFS) = 9.6A
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 9.68
****************************************************************************
FLOW PROCESS FROM NODE 4011.00 TO NODE 4012.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
>>>>>U SING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.1
UPSTREAM NODE ELEVATION(FEET) = 1071.59
DOWNSTREAM NODE ELEVATION(FEET) = 1069.33
FLOW LENGTH(FEET) = 451.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.68
TRAVEL TIME(MIN.) = 1.46 TC(MIN.) = 12.70
FLOW PROCESS FROM NODE 4012.00 TO NODE 4012.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
Page 2-
Ed,
100 YEAR RAINFALL INTENSITY(INCH/HR) - 3.401
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.39
EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 11.38
TC(MIN) = 12.70
FLOW PROCESS FROM NODE 4012.00 TO NODE 4013.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.4
UPSTREAM NODE ELEVATION(FEET) = 1069.33
DOWNSTREAM NODE ELEVATION(FEET) = 1067.85
FLOW LENGTH(FEET) = 88.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.38
TRAVEL TIME(MIN.) _ .17 TC(MIN.) = 12.88
FLOW PROCESS FROM NODE 4013.00 TO NODE 4013.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
f' N»»>AND COMPUTE VARIOUS �CONFLUENCED_STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. = 12.88
RAINFALL INTENSITY(INCH/HR = 3.37
AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED F ((INCW/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 3.80
TOTAL STREAM AREA(ACRES) = 3.80
PEAK FLOW RATE(CFS) AT CONFLUENCE 11.38
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC
intensity
Fp
Ap Fm
Ae
(CFS) (MIN.)
(INCH/HR
(INCH/HR)
(INCH/HR)
(ACRES)
1 32.84 12.65
3.410
.75
.10 .08
10.68
2 32.68 12.88
3.373
.75
.10 .07
10.75
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
32.84
TC(MIN.) =
12.648
EFFECTIVE AREA(ACRES)
= 10.68
AREA -AVERAGED FM(INCH/HR) _
.08
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) =
10.75
****************************************************************************
FLOW PROCESS FROM NODE 4013.00 TO NODE 4023.00 IS CODE = 3
----------------------------------------------------------------------------
"�" »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
Page 3
j »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 8.9
UPSTREAM NODE ELEVATION(FEET� 1067.71
DOWNSTREAM NODE ELEVATION(FEET) = 1064.90
FLOW LENGTH(FEET) = 296.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 32.84
TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 13.20
FLOW PROCESS FROM NODE 4023.00 TO NODE 4023.00 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. = 13.20
RAINFALL INTENSITY(INCH/HR) = 3.32
AREA -AVERAGED Fm INCH/HR = .08
AREA -AVERAGED Fp INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 10.68
TOTAL STREAM AREA(ACRES) = 10.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.84
FLOW PROCESS FROM NODE 4020.00 TO NODE 4021.00 IS CODE = 2.1
------------------------------------------------------------------
R` »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 589.00
UPSTREAM ELEVATION(FEET) = 1081.50
DOWNSTREAM ELEVATION(FEET) = 1077.50
ELEVATION DIFFERENCE(FEET) = 4.00
TC(MIN.) = .304*[( 589.00** 3.00)/( 4.00)]** .20 = 10.581
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.796
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 10.05
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 10.05
FLOW PROCESS FROM NODE 4021.00 TO NODE 4022.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 5.2
UPSTREAM NODE ELEVATION(FEET = 1068.47
DOWNSTREAM NODE ELEVATION(FEET) = 1066.06
FLOW LENGTH(FEET) = 467.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.05
TRAVEL TIME(MIN.) = 1.49 TC(MIN.) = 12.07
Page 4
FLOW PROCESS FROM NODE 4022.00 TO NODE 4022.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
--------------------------------------------------______________________
------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.507
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.02
EFFECTIVE AREA(ACRES) = 4.30 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 13.28
TC(MIN) = 12.07
****************************************************************************
FLOW PROCESS FROM NODE 4022.00 TO NODE 4023.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
---------���---------=________=_=___________________________________
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 8.4
UPSTREAM NODE ELEVATION(FEET� = 1066.06
DOWNSTREAM NODE ELEVATION(FEET) = 1065.14
FLOW LENGTH(FEET) = 63.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.28
TRAVEL TIME(MIN.) _ .12 TC(MIN.) = 12.20
FLOW PROCESS FROM NODE 4023.00 TO NODE 4023.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. = 12.20
RAINFALL INTENSITY(INCH/HR) = 3.49
AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 4.30
TOTAL STREAM AREA(ACRES) = 4.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.28
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensit
Fp
Ap Fm
Ae
(CFS) (MIN.) (INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 45.49 13.20 3.323
.75
.10 .08
14.98
2 45.20 13.43 3.289
.75
.10 .07
15.05
3 45.13 12.20 3.486
.75
.10 .08
14.17
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) = 45.49
TC(MIN.) =
13.203
EFFECTIVE AREA(ACRES) = 14.98
AREA -AVERAGED FM(INCH/HR) _
.08
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED Ap = .10
Page 5
TOTAL AREA(ACRES) = 15.05
FLOW PROCESS FROM NODE 4023.00 TO NODE 4024.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 8.9
UPSTREAM NODE ELEVATION(FEET3 = 1064.90
DOWNSTREAM NODE ELEVATION(FEET) = 1059.39
FLOW LENGTH(FEET) - 680.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 45.49
TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 14.48
FLOW PROCESS FROM NODE 4024.00 TO NODE 4025.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.
UPSTREAM NODE ELEVATION(FEET� = 9.4
= 1059.39
DOWNSTREAM NODE ELEVATION(FEET) = 1057.17
FLOW LENGTH(FEET) = 327.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 68.35
TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 14.05
****************************************************************************
FLOW PROCESS FROM NODE 4025.00 TO NODE 4025.00 IS CODE = 8
Page 6
FLOW PROCESS FROM NODE 4024.00 TO NODE 4024.00 IS CODE _ 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.145
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) = 26.25
EFFECTIVE AREA(ACRES) = 24.48 AREA -AVERAGED FM(INCH/HR) _
.08
f" AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 24.55 PEAK FLOW RATE(CFS) = 67.64
r_
TC(MIN) = 14.48
** PEAK FLOW RATE TABLE **
Q TC Intensit Fp Ap Fm
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES)
1 67.64 14.48 3.145 .75 .10 .07
24.48
2 67.17 14.71 3.115 .75 .10 .08
24.55
3 68.35 13.47 3.284 .75 .10 .08
23.67
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 68.35TC(MIN.) = 13.47
AREA -AVERAGED FM(INCH/HR) = 08 AREA -AVERAGED Fp(INCH/HR) _
.75
AREA -AVERAGED Ap = .10 EFFECTIVE AREA(ACRES) = 23.67
FLOW PROCESS FROM NODE 4024.00 TO NODE 4025.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.
UPSTREAM NODE ELEVATION(FEET� = 9.4
= 1059.39
DOWNSTREAM NODE ELEVATION(FEET) = 1057.17
FLOW LENGTH(FEET) = 327.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 68.35
TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 14.05
****************************************************************************
FLOW PROCESS FROM NODE 4025.00 TO NODE 4025.00 IS CODE = 8
Page 6
w
4
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.202
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 13.23
EFFECTIVE AREA(ACRES) = 28.37 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 29.25 PEAK FLOW RATE(CFS) = 79.84
TC(MIN) = 14.05
FLOW PROCESS FROM NODE 4025.00 TO NODE 4026.00 IS CODE =
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.2
UPSTREAM NODE ELEVATION(FEET) = 1057.17
DOWNSTREAM NODE ELEVATION(FEET) = 1053.96
FLOW LENGTH(FEET) = 315.00 MANNING'S N 013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 79.84
TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 14.52
FLOW PROCESS FROM NODE 4026.00 TO NODE 4026.00 IS CODE =
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.139
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 13.24
EFFECTIVE AREA(ACRES) = 33.17 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 34.05 PEAK FLOW RATE(CFS) = 91.48
TC(MIN) = 14.52
FLOW PROCESS FROM NODE 4026.00 TO NODE 4035.00 IS CODE =
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
-DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.8 INCHES -- ------_~_
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.5
UPSTREAM NODE ELEVATION(FEET) = 1053.96
DOWNSTREAM NODE ELEVATION(FEET) = 1052.66
FLOW LENGTH(FEET) = 74.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 91.48
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 14.60
Page 7
FLOW PROCESS FROM NODE 4035.00 TO NODE 4035.00 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.) = 14.60
RAINFALL INTENSITY(INCH/HR) = 3.13
AREA -AVERAGED FM(INCH/HR) _ :05
AREA -AVERAGED Fp INCH/HR
AREA -AVERAGED Ap 10
EFFECTIVE STREAM AREA(ACRES) = 33.17
TOTAL STREAM AREA(ACRES) = 34.05
PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.48
****************************************************************************
FLOW PROCESS FROM NODE 4030.00 TO NODE 4031.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 199.00
UPSTREAM ELEVATION(FEET) = 1066.00
DOWNSTREAM ELEVATION(FEET) = 1065.50
ELEVATION DIFFERENCE FEET = 50
TC(MIN.) = .304*[( 199.00** 3.00)/( 50)]** .20 = 8.364
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.371
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
% SUBAREA PERVIOUS AREA FRACTION, AP .10
SUBAREA RUNOFF(CFS) = 1.16
TOTAL AREA(ACRES) = .30 PEAK FLOW RATE(CFS) = 1.16
FLOW PROCESS FROM NODE 4031.00 TO NODE 4032.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.
UPSTREAM NODE ELEVATION(FEET = 1056.15
DOWNSTREAM NODE ELEVATION(FEET) = 1055.96
FLOW LENGTH(FEET) = 19.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.16
TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 8.45
****************************************************************************
FLOW PROCESS FROM NODE 4032.00 TO NODE 4033.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 3.0
UPSTREAM NODE ELEVATION(FEET) = 1055.96
DOWNSTREAM NODE ELEVATION(FEET) = 1054.95
Page 8
?0.
'oar
' FLOW LENGTH(FEET) 202.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.16
TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 9.57
FLOW PROCESS FROM NODE 4033.00 TO NODE 4033.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.032
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.42
EFFECTIVE AREA(ACRES) _ .70 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) _ .70 PEAK FLOW RATE(CFS) = 2.49
TC(MIN) = 9.57
FLOW PROCESS FROM NODE 4033.00 TO NODE 4034.00 IS CODE = 3
----------------------------------------------- -----------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
-ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 3.8
2 UPSTREAM NODE ELEVATION(FEET = 1054.95
DOWNSTREAM NODE ELEVATION(FEET) = 1053.88
FLOW LENGTH(FEET) = 202.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =• 1
PIPE-FLOW(CFS) = 2.49
TRAVEL TIME(MIN.) _ .89 TC(MIN.) = 10.46
FLOW PROCESS FROM NODE 4034.00 TO NODE 4034.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.823
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 13.83
EFFECTIVE AREA(ACRES) = 4.80 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 16.19
TC(MIN) = 10.46
FLOW PROCESS FROM NODE 4034.00 TO NODE 4035.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
-DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) 8.6
Page 9
UPSTREAM NODE ELEVATION(FEET) = 1053.88
DOWNSTREAM NODE ELEVATION(FEET) - 1052.91
FLOW LENGTH(FEET) = 69.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 16.19
TRAVEL TIME(MIN.) _ - .13 TC(MIN.) = 10.59
*w*,rwwwwwwww*wwwwwwwww*wwwwwwwwwwwwww**wwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwww*ww
FLOW PROCESS FROM NODE 4035.00 TO NODE 4035.00 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.) = 10.59
RAINFALL INTENSITY(INCH/HR) = 3.79
AREA -AVERAGED F(INCH/HR) _ .08
AREA -AVERAGED FF
((INCH/HR = .75
AREA -AVERAGED Ap 10
EFFECTIVE STREAM AREA(ACRES) = 4.80
TOTAL STREAM AREA(ACRES) = 4.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.19
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensi
Fp
Ap
Fm
Ae
... (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(INCH/HR)
(ACRES)
1 104.77 14.60 3.128
.75
.10
.08
37.97
l 2 102.69 15.61 3.006
.75
.10
.08
38.78
3 101.94 15.84 2.979
.75
.10
.08
38.85
4 96.98 10.59 3.794
.75
.10
.08
28.85
COMPUTED CONFLUENCE ESTIMATES ARE
AS.FOLLOWS:
PEAK FLOW RATE(CFS) = 104.77
TC(MIN.) =
14.603
EFFECTIVE AREA(ACRES) 37.97
AREA -AVERAGED FM (INCH/HR) _
.08
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED Ap =
.10
TOTAL AREA(ACRES) = 38.85
*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*www
FLOW PROCESS FROM NODE 4035.00 TO NODE 4043.00 IS CODE _ 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6
UPSTREAM NODE ELEVATION(FEET) = 1052.66
DOWNSTREAM NODE ELEVATION(FEET) = 1048.22
FLOW LENGTH(FEET) = 485.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 104.77
TRAVEL TIME(MIN.) _ .70 TC(MIN.) = 15.30
wwwwwwwwwwww*www*wwwwwwwww,rwww*wwwwwwwwwwwwwwwwwww*wwwww*wwwww,rwwwwwwwwwwwww
FLOW PROCESS FROM NODE 4043.00 TO NODE 4043.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
Page 10
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
iii TIME OF CONCENTRATION(MIN. 15.30
RAINFALL INTENSITY(INCH/HR� = 3.04
AREA -AVERAGED Fm(INCH/HR) = .08
AREA -AVERAGED Fp INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 37.97
TOTAL STREAM AREA(ACRES) = 38.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 104.77
FLOW PROCESS FROM NODE 4040.00 TO NODE 4041.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 670.00
UPSTREAM ELEVATION(FEET) = 1068.50
DOWNSTREAM ELEVATION(FEET) = 1059.50
ELEVATION DIFFERENCE FEET = 9.00
TC(MIN.) = 304*[( 670.00** 3.00)/( 9.00)]** .20 = 9.720
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.994
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 14.81
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 14.81
FLOW PROCESS FROM NODE 4041.00 TO NODE 4042.00 IS CODE = 3
-----------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 7.5
UPSTREAM NODE ELEVATION(FEET = 1051.17
DOWNSTREAM NODE ELEVATION(FEET) = 1049.65
FLOW LENGTH(FEET) = 145.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 14.81
TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 10.04
FLOW PROCESS FROM NODE 4042.00 TO NODE 4042.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.916
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.88
EFFECTIVE AREA(ACRES) = 5.90 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 20.40
TC(MIN) = 10.04
Page 11
t r*471
FLOW PROCESS FROM NODE 4042.00 TO NODE 4043.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 10.2
UPSTREAM NODE ELEVATION(FEET = 1049.65
DOWNSTREAM NODE ELEVATION(FEET) = 1048.47
FLOW LENGTH(FEET) = 60.00 MANNING'S N 013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.40
TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 10.14
FLOW PROCESS FROM NODE 4043.00 TO NODE 4043.00 IS CODE = 1
------------------------------------------------------------- :--------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
FLOW PROCESS FROM NODE 4043.00 TO NODE 4052.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.0
UPSTREAM NODE ELEVATION(FEET) = 1048.22
DOWNSTREAM NODE ELEVATION(FEET) = 1047.52
FLOW LENGTH(FEET) = 52.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
#00* PIPE-FLOW(CFS) = 120.62
Page 12
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
2 ARE:
TIME OF CONCENTRATION(MIN. 10.14
RAINFALL INTENSITY(INCH/HR = 3.89
AREA -AVERAGED F(INCH/HR ) _ .08
AREA -AVERAGED Fp ((INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 5.90
TOTAL STREAM AREA(ACRES) = 5.90
�,.
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.40
'
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC IntenSlt Fp
Ap
FM
Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR)
(INCH/HR)
(ACRES)
1 116.07 11.29 3.650 .75
.10
.08
34.75
2 120.62 15.30 3.042 .75
.10
.08
43.87
3 117.93 16.31 2.928 .75
.10
.08
44.68
4 117.04 16.54 2.903 .75
.10
.08
44.75
5 113.41 10.14 3.894 .75
.10
.08
31.81
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 120.62 TC(MIN.) =
15.300
EFFECTIVE AREA(ACRES) = 43.87 AREA -AVERAGED FM(INCH/HR) _
.08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED AP =
.10'
TOTAL AREA(ACRES) = 44.75
FLOW PROCESS FROM NODE 4043.00 TO NODE 4052.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.0
UPSTREAM NODE ELEVATION(FEET) = 1048.22
DOWNSTREAM NODE ELEVATION(FEET) = 1047.52
FLOW LENGTH(FEET) = 52.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
#00* PIPE-FLOW(CFS) = 120.62
Page 12
TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 15.36
****************************************************************************
FLOW PROCESS FROM NODE 4052.00 TO NODE 4052.00 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.= 15.36
RAINFALL INTENSITY(INCH/HR) = 3.03
AREA -AVERAGED Fm INCH/HR .08
AREA -AVERAGED Fp INCH/HR = .75
AREA -AVERAGED AP = 10
EFFECTIVE STREAM AREA(ACRES) = 43.87
TOTAL STREAM AREA(ACRES) = 44.75
PEAK FLOW RATE(CFS) AT CONFLUENCE 120.62
FLOW PROCESS FROM NODE 4050.00 TO NODE 4051.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1165.00
UPSTREAM ELEVATION(FEET) = 1068.00
DOWNSTREAM ELEVATION FEET = 1066.00
ELEVATION DIFFERENCE(FEET) = 2.00
TC(MIN.) = 304*[( 1165.00** 3.00)/( 2.00)]** .20 = 18.301
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.732
€ SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, AP = .10
SUBAREA RUNOFF(CFS) = 13.39
TOTAL AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) = 13.39
FLOW PROCESS FROM NODE 4051.00 TO NODE 4052.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
rESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.2
UPSTREAM NODE ELEVATION(FEET = 1055.92
DOWNSTREAM NODE ELEVATION(FEET) 1048.27
FLOW LENGTH(FEET) = 93.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.39
TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 18.40
****************************************************************************
FLOW PROCESS FROM NODE 4052.00 TO NODE 4052.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
ice,, Page 13
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. = 18.40
RAINFALL INTENSITY(INCH/HR3 = 2.72
AREA -AVERAGED Fm INCH/HR = .08
AREA -AVERAGED Fp INCH/HR3 .75
AREA -AVERAGED Ap 10
EFFECTIVE STREAM AREA(ACRES) = 5.60
TOTAL STREAM AREA(ACRES) = 5.60
PEAK FLOW RATE(CFS) AT CONFLUENCE 13.39
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC intensityFp Ap Fm Ae
(CFS) (MIN.) (INCH/HR(INCH/HR) (INCH/HR) (ACRES)
1 124.08 10.21 3.879 .75 .10 .08
34.91
2 127.19 11.36 3.638 .75 .10 .08
38.21
3 133.12 15.36 3.035 .75 .10 .08
48.54
4 130.74 16.37 2.921 .75 .10 .08
49.67
5 129.92 16.60 2.896 .75 .10 .08
49.80
6 123.27 18.40 2.724 .75 .10 .08
50.35
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 133.12 TC(MIN.) = 15.362
EFFECTIVE AREA(ACRES) = 48.54 AREA -AVERAGED FM(INCH/HR) _
.08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 50.35
FLOW PROCESS FROM NODE 4052.00 TO NODE 4053.00 IS CODE = 3
-
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
`-
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.5 INCHES -
PIPE -FLOW VELOCITY(FEET/SEC. = 9.6
UPSTREAM NODE ELEVATION(FEET3 = 1047.52
DOWNSTREAM NODE ELEVATION(FEET) = 1040.84
FLOW LENGTH(FEET) = 1435.00 MANNING'S N 013
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 133.12
TRAVEL TIME(MIN.) = 2.49 TC(MIN.) = 17.85
FLOW PROCESS FROM NODE 4053.00 TO NODE 4053.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.774
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) 5.95
EFFECTIVE AREA(ACRES) = 50.99 AREA -AVERAGED FM(INCH/HR) _
.08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 52.80 PEAK FLOW RATE(CFS) = 133.12
TC(MIN) = 17.85
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 52.80 TC(MIN.) = 17.85
EFFECTIVE AREA(ACRES) = 50.99 AREA -AVERAGED FM(INCH/HR)=
.08
Page 14
AREA-AVERAGED Fp(INCH/HR) _ .75 AREA-AVERAGED Ap = .10
PEAK FLOW RATE(CFS) = 133.12
**
PEAK FLOW RATE TABLE
**
Q
TC
Intensit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
124.08
12.76
3.392
.75
.10
.08
37.36
2
127.19
13.91
3.221
.75
.10
.08
40.66
3
133.12
17.85
2.774
.75
.10
.08
50.99
4
130.74
18.92
2.678
.75
.10
.08
52.12
5
129.92
19.16
2.658
.75
.10
.08
52.25
6
123.27
20.95
2.519
.75
.10
.08
52.80
END
OF RATIONAL METHOD ANALYSIS
Page 15
i(
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) copyright 1983-93 Advanced Engineering software (aes)
Ver. 1.9B Release Date: 7/18/93 License ID 120?
Analysis prepared by:
HUITT-ZOLLARS, INC.
1101 S. MILLIKEN, SUITE G
ONTARIO, CALIFORNIA 91761
TEL: (909) 390-8400 - FAx: (909) 390-8406
************************** DESCRIPTION OF STUDY **************************
* SIERRA BUSINESS PARK - FONTANA
* LATERAL T
* HYDROLOGIC ANALYSIS - 100 -YEAR - ULTIMATE CONDITION
**************************************************************************
FILE NAME: 0405T100.DAT
TIME/DATE OF STUDY: 14:40 2/23/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 920
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400
SLOPE OF INTENSITY DURATION CURVE = .6000
****************************************************************************
FLOW PROCESS FROM NODE 5000.00 TO NODE 5001.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 730.00
UPSTREAM ELEVATION(FEET) = 1065.50
DOWNSTREAM ELEVATION FEET = 1062.00
ELEVATION DIFFERENCE FEET = 3.50
TC(MIN.) = .304*(( 730.00** 3.00)/( 3.50)]** .20 = 12.361
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.458
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 11.87
TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 11.87
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 3.90 TC(MIN.) = 12.36
EFFECTIVE AREA(ACRES) = 3.90 AREA -AVERAGED FM(INCH/HR)= .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
PEAK FLOW RATE(CFS) = 11.87
--------------- ------- --------------------------------r___T
Page 1
AWN
c=oce.e = _____=====ss.ssaseassso.s=Meso. __===o=s_=caosee�=soaoeoes==.s==
END OF RATIONAL METHOD ANALYSIS
Aowk
Page 2
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO-CO. HYDROLOGY CRITERION)
(c) copyright 1983-93 Advanced Engineering software (aes)
Ver. 1.9B Release Date: 7/18/93 License ID 1202
Analysis prepared by:
HUITT-ZOLLARS, INC.
1101 S. MILLIKEN, SUITE G
ONTARIO, CALIFORNIA 91761
TEL: (909) 390-8400 - FAX: (909) 390-8406
************************** DESCRIPTION OF STUDY **************************
* SIERRA BUSINESS PARK - FONTANA
* LATERAL 3-4
* HYDROLOGIC ANALYSIS - 100 -YEAR - ULTIMATE CONDITION
**************************************************************************
FILE NAME: 0405J100.DAT
TIME/DATE OF STUDY: 14:30 2/23/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
== --- _----------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 920
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400
SLOPE OF INTENSITY DURATION CURVE = .6000
FLOW PROCESS FROM NODE 6000.00 TO NODE 6001.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 2567.00
UPSTREAM ELEVATION(FEET) = 1086.80
DOWNSTREAM ELEVATION(FEET) = 1061.50
ELEVATION DIFFERENCE(FEET) = 25.30
TC(MIN.) = 304*[( 2567.00** 3.00)/( 25.30)]** .20 = 17.697
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.788
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 4.64
TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 4.64
_====== ---- =-___________________---___-----__--_______----__--__--___-_
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.90 TC(MIN.) = 17.70
EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED FM(INCH/HR)= .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
PEAK FLOW RATE(CFS) = 4.64
r
Page 1
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-93 Advanced Engineering Software (aes)
Ver. 1.9B Release Date: 7/18/93 License ID 1202
Analysis prepared by:
HUITT-ZOLLARS, INC.
1101 S. MILLIKEN, SUITE G
ONTARIO, CALIFORNIA 91761
TEL: (909) 390-8400 - FAX: (909) 390-8406
100 YEAR HYDROLOGIC ANALYSIS
----------------------------------------------------------------------------
FILE NAME: 260Q100.DAT
TIME/DATE OF STUDY: 9:23 12/13/2004
-------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION'SLOPE = .95
F� *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400
SLOPE OF INTENSITY DURATION CURVE = .6000
LATERAL B-2
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2.1
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00
UPSTREAM ELEVATION(FEET) = 1094.47
DOWNSTREAM ELEVATION(FEET) = 1090.47
ELEVATION DIFFERENCE(FEET) = 4.00
TC(MIN.) = .304*[( 700.00** 3.00)/( 4.00)]** .20 = 11.736
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.567
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 18.64
TOTAL AREA(ACRES) = 5.93 PEAK FLOW RATE(CFS) = 18.64
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8
UPSTREAM NODE ELEVATION(FEET) = 1086.47
DOWNSTREAM NODE ELEVATION(FEET) = 1085.46
FLOW LENGTH(FEET) = 155.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 18.64
TRAVEL TIME(MIN.) _ .38 TC(MIN.) = 12.12
FLOW PROCESS FROM NODE 102.10 TO NODE 102.00 IS CODE = 8
---------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.499
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
^^ SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .66 SUBAREA RUNOFF(CFS) = 2.03
EFFECTIVE AREA(ACRES) = 6.59 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED AP = .10
TOTAL AREA(ACRES) = 6.59 PEAK FLOW RATE(CFS) = 20.31
TC(MIN) = 12.12
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.7
UPSTREAM NODE ELEVATION(FEET) = 1085.46
DOWNSTREAM NODE ELEVATION(FEET) = 1084.85
FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.31
TRAVEL TIME(MIN.) _ .25 TC(MIN.) = 12.37
Is
LATERAL F
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 2.1
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
------------------
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 820.00
UPSTREAM ELEVATION(FEET) = 1094.47
DOWNSTREAM ELEVATION(FEET) = 1089.77
ELEVATION DIFFERENCE(FEET) = 4.70
TC(MIN.) _ .304*[( 820.00** 3.00)/( 4.70)]** .20 = 12.495
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 19.14
TOTAL AREA(ACRES) = 6.33 PEAK FLOW RATE(CFS) = 19.14
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES
PIPE -FLOW VELOCITY (FEET/SEC.) = 12.5
UPSTREAM NODE ELEVATION(FEET) = 1083.94
DOWNSTREAM NODE ELEVATION(FEET) = 1081.28
FLOW LENGTH(FEET) = 81.92 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.14
TRAVEL TIME(MIN.) _ .11 TC(MIN.) = 12.60
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 6.33 TC(MIN.) = 12.60
EFFECTIVE AREA(ACRES) = 6.33 AREA -AVERAGED Fm(INCH/HR)= .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED AP = .10
PEAK FLOW RATE(CFS) = 19.14
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
4
DATE:
2/24/2005
TIME:
7:42
F0515P
WATER SURFACE PROFILE
- CHANNEL DEFINITION LISTING
PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4)
Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
dl
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
BEADING LINE NO 2 IS -
LATERAL B-4
BEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
F 0 5 1 5 P
Ppm NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
102.65 49.70 18
51.15
ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT
MAN H
157.11 56.37 18 0.013
0.00 0.00 0.00
0
ELEMENT NO
3 IS A SYSTEM HEADWORRS
U/S DATA STATION INVERT SECT
W S ELEV
157.11 56.37 18
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWRDS,
W.S.ELEV = INV + DC
LICENSEE:
WILLIAMSON & SCHMID
F0515P
PAGE
1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL B-4
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
102.65
49.70
0.569
50.269
10.3
16.75
4.356 54.625
0.00
1.235
1.50
0.00
0.00
0
0.00
7.38
0.12248
.099639 0.74
0.540
0.00
110.03
50.60
0.578
51.181
10.3
16.38
4.164 55.345
0.00
1.235
1.50
0.00
0.00
0
0.00
11.23
0.12248
.090659 1.02
0.540
0.00
121.26
51.98
0.599
52.579
10.3
15.61
3.782 56.361
0.00
1.235
1.50
0.00
0.00
0
0.00
7.51
0.12248
.079578 0.60
0.540
0.00
128.77
52.90
0.621
53.521
10.3
14.88
3.440 56.961
0.00
1.235
1.50
0.00
0.00
0
0.00
5.52
0.12248
.069889 0.39
0.540
0.00
134.29
53.58
0.644
54.219
10.3
14.19
3.125 57.344
0.00
1.235
1.50
0.00
0.00
0
0.00
4.26
0.12248
.061410 0.26
0.540
0.00
138.55
54.10
0.668
54.765
10.3
13.53
2.845 57.610
0.00
1.235
1.50
0.00
0.00
0
0.00
3.41
0.12248
.053984 0.18
0.540
0.00
141.96
54.52
0.693
55.208
10.3
12.91
2.587 57.795
0.00
1.235
1.50
0.00
0.00
0
0.00
2.79
0.12248
.047476 0.13
0.540
0.00
144.75
54.86
0.719
55.575
10.3
12.31
2.351 57.926
0.00
1.235
1.50
0.00
0.00
0
0.00
2.31
0.12248
.041771 0.10
0.540
0.00
147.06
55.14
0.746
55.886
10.3
11.73
2.137 58.023
0.00
1.235
1.50
0.00
0.00
0
0.00
1.94
0.12248
.036765 0.07
0.540
0.00
149.00
55.38
0.774
56.151
10.3
11.18
1.942 58.093
0.00
1.235
1.50
0.00
0.00
0
0.00
1.63
0.12248
.032389 0.05
0.540
0.00
150.63
55.58
0.804
56.380
10.3
10.66
1.765 58.145
0.00
1.235
1.50
0.00
0.00
0
0.00
1.37
0.12248
.028576 0.04
0.540
0.00
LICENSEE:
WILLIAMSON & SCEMID
FOSlSP
PAGE
2
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL B-4
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLAW
ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIE2
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
152.00
55.74
0.836
56.580
10.3
10.17
1.605 58.185
0.00
1.235
1.50
0.00
0.00
0
0.00
1.16
0.12248
.025234 0.03
0.540
0.00
153.16
55.89
0.869
56.755
10.3
9.70
1.461 58.216
0.00
1.235
1.50
0.00
0.00
0
0.00
0.98
0.12248
.022302 0.02
0.540
0.00
154.14
56.01
0.904
56.910
10.3
9.25
1.327 58.237
0.00
1.235
1.50
0.00
0.00
0
0.00
0.80
0.12248
.019748 0.02
0.540
0.00
154.94
56.10
0.942
57.046
10.3
8.81
1.205 58.251
0.00
1.235
1.50
0.00
0.00
0
0.00
0.67
0.12248
.017513 0.01
0.540
0.00
155.61
56.19
0.981
57.168
10.3
8.40
1.096 58.264
0.00
1.235
1.50
0.00
0.00
0
0.00
0.53
0.12248
.015559 0.01
0.540
0.00
156.14
56.25
1.024
57.276
10.3
8.02
0.998 58.274
0.00
1.235
1.50
0.00
0.00
0
0.00
0.42
0.12248
.013860 0.01
0.540
0.00
156.56
56.30
1.069
57.372
10.3
7.64
0.907 58.279
0.00
1.235
1.50
0.00
0.00
0
0.00
0.30
0.12248
.012384 0.00
0.540
0.00
156.86
56.34
1.119
57.458
10.3
7.28
0.824 58.282
0.00
1.235
1.50
0.00
0.00
0
0.00
0.19
0.12248
.011118 0.00
0.540
0.00
157.05
56.36
1.173
57.535
10.3
6.95
0.749 58.284
0.00
1.235
1.50
0.00
0.00
0
0.00
0.06
0.12248
.010034 0.00
0.540
0.00
157.11
56.37
1.235
57.605
10.3
6.62
0.680 58.285
0.00
1.235
1.50
0.00
0.00
0
0.00
102.65 I W
103.76
104.87
105.98
107.10
108.21
109.32
110.43
111.54
112.65
113.76
114.88
115.99
117.10
118.21
119.32
120.43
121.54
122.66
123.77
124.88
125.99
127.10
128.21
129.32
130.44
131.55
132.66
133.77
134.88
135.99
137.10
138.22
139.33
140.44
141.55
142.66
143.77
144.88
146.00
147.11
148.22
149.33
150.44
151.55
152.66
153.78
154.89
156.00
157.11
SIERRA BUSINESS PARK - FONTANA
LATERAL B-4
HYDRAULIC ANALYSIS - 100 -YEAR
C H
I W C H
I Al _ C H
I W C H
E
N
E
E
I W
C
H
E
I
W
C
H
E
I
W
C
H
E
I
w
C
H
E
I
W
C H
E
I
W
C
H
E
Z
W
C H
E
I
W
C H
E
I
W C H
E
I
W C H
E
I
W C
H E
I
W C
H E
. R
R
R
R
ILI
R
R
R
R
R
R
R
R
R
R
R
49.70 50.56 51.42 52.28 53.13 53.99 54.85 55.71 56.57 57.43 58.28
N O T E S
I. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E m ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
to
DATE: 3/31/2005
TIME: 18:29
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARR - FONTANA
HEADING LINE NO 2 IS -
LINE C
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
D
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT
CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
W S ELEV
124.92
63.54
36
70.30
ELEMENT NO
2 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
127.42
63.57
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
156.31
63.92
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A JUNCTION
*
*
*
* +
+
+
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
162.97
63.94
36 18 18 0.013 1.6
4.1 64.42
64.43
90.00
44.64
ELEMENT NO
5 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
172.30
63.99
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
180.16
64.03
36
0.013
0.00
20.00
0.00
0
ELEMENT NO
7 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
570.37
66.07
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
8 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN E
575.03
66.09
36
0.013
0.00
0.00
0.00
1
ELEMENT NO
9 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
630.01
66.31
36
0.013
0.00
90.00
0.00
0
ELEMENT NO
10 IS A SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
W S ELEV
630.01
66.31
36
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION
GIVEN IS LESS
THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LICENSEE:
WILLIAMSON & SCHMID
PO515P
PAGE 1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LINE
C
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
xrrrx,rxxxr+rr,r+*xx*x*xxxx***r******x*x***x**x***xxxx***'*r*xx****x****x*xxx***xxxxxrrxxxxrxxrxxx:xx****x****xx**xrxxxxrxtxxxrrrxxxtxr
124.92
63.54
6.760
70.300
38.4
5.43
0.458
70.758
0.00
2.017
3.00
0.00
0.00
0
0.00
2.50
0.01200
.003315
0.01
1.544
0.00
127.42
63.57
6.738
70.308
38.4
5.43
0.458
70.766
0.00
2.017
3.00
0.00
0.00
0
0.00
28.89
0.01212
.003315
0.10
1.540
0.00
156.31
63.92
6.484
70.404
38.4
5.43
0.458
70.862
0.00
2.017
3.00
0.00
0.00
0
0.00
JUNCT STR
0.00300
.002860
0.02
0.00
162.97
63.94
6.705
70.645
32.7
4.63
0.332
70.977
0.00
1.856
3.00
0.00
0.00
0
0.00
9.33
0.00536
.002404
0.02
1.795
0.00
172.30
63.99
6.678
70.668
32.7
4.63
0.332
71.000
0.00
1.856
3.00
0.00
0.00
0
0.00
7.86
0.00509
.002404
0.02
1.826
0.00
180.16
64.03
6.688
70.718
32.7
4.63
0.332
71.050
0.00
1.856
3.00
0.00
0.00
0
0.00
390.21
0.00523
.002404
0.94
1.810
0.00
570.37
66.07
5.586
71.656
32.7
4.63
0.332
71.988
0.00
1.856
3.00
0.00
0.00
0
0.00
4.66
0.00429
.002404
0.01
1.934
0.00
575.03
66.09
5.594
71.684
32.7
4.63
0.332
72.016
0.00
1.S56
3.00
0.00
0.00
0
0.00
54.98
0.00400
.002404
0.13
1.983
0.00
630.01
66.31
5.572
71.882
32.7
4.63
0.332
72.214
0.00
1.856
3.00
0.00
0.00
0
0.00
SIERRA BUSINESS PARI{ - FONTANA
LINE C
HYDRAULIC ANALYSIS - 100 -YEAR
124.92
I C H
W E R
135.23
I C H
W E R
145.54
155.84
166.15
I C H
W E JX
176.46
I C H
W E R
186.77
I C H
W E R
197.08
I C H
W E R
207.38
217.69
228.00
238.31
248.62
258.92
269.23
279.54
289.85
300.16
310.46
320.77
331.08
341.39
351.70
362.00
372.31
382.62
392.93
403.23
413.54
423.85
434.16
444.47
454.77
465.08
475.39
485.70
496.01
506.31
516.62
526.93
537.24
547.55
557.85
568.16
578.47
I
C H
W E R
588.78
I
C H
W E R
599.09
609.39
619.70
630.01
2
C H
W E R
63.54 64.41 65.27 66.14 67.01 67.88
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H a HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B s BRIDGE ENTRANCE OR EXIT
Y . WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
68.74 69.61 70.48 71.35 72.21
DATE:
3/31/2005
TIME:
18:32
FOS15P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT CHN
NO OF AVE PIER HEIGHT 1 BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18 4
1.50
CD
24 4
2.00
CD
30 4
2.50
CD
36 4
3.00
CD
42 4
3.50
CD
48 4
4.00
CD
54 4
4.50
CD
60 4
5.00
CD
66 4
5.50
CD
72 4
6.00
CD
78 4
6.50
CD
84 4
7.00
CD
90 4
7.50
CD
96 4
8.00
F. 0 5 1 5 P Ppm NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL C-1
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100-YEAR
F 0 5 1 S P
PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
101.50 64.42 18
70.65
ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT MAN H
138.34 66.97 18 0.013
0.00 0.00 0.00 0
ELEMENT NO
3 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
138.34 66.97 18
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
LICENSEE:
WILLIAMSON & SCHMID
FOS15P
PAGE 1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL C-1
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL. ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
101.50
64.42
6.230 70.650 1.6 0.91
0.013 70.663 0.00
0.475
1.50
0.00
0.00
0 0.00
36.84
0.06922
.000232 0.01
0.240
0.00
138.34
66.97
3.689 70.659 1.6 0.91
0.013 70.672 0.00
0.475
1.50
0.00
0.00
0 0.00
** WARNING NO. 22 ** - NO PLOT GENERATED, BAD DATA OR NOT ENOUGH POINTS, 3 OR LESS
DATE:
3/31/2005
TIME:
18:34
F0515P
WATER SURFACE PROFILE
- CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT CHIN
NO OF AVE PIER HEIGHT 1 BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18 4
1.50
CD
24 4
2.00
CD
30 4
2.50
CD
36 4
3.00
CD
42 4
3.50
CD
48 4
4.00
CD
54 4
4.50
CD
60 4
5.00
CD
66 4
5.50
CD
72 4
6.00
CD
78 4
6.50
CD
84 4
7.00
CD
90 4
7.50
CD
96 4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL C-2
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET *
*
+
U/S DATA STATION
INVERT
SECT
W S ELEV
102.13
64.43
18
70.65
ELEMENT NO
2 IS A REACH +
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
131.13
68.58
18
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A JUNCTION +
*
* *
+
+
+
U/S DATA STATION
INVERT
SECT LAT-1 LAT-2
N Q3
Q4 INVERT-3 INVERT-4
PHI 3
PHI 4
135.20
68.61
18 18 0
0.013 1.2
0.0 68.61
0.00
90.00
0.00
ELEMENT NO
4 IS A REACH *
*
+
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
150.50
68.92
18
0.013
0.00
0.00
13.32
0
ELEMENT NO
5 IS A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
150.50
68.92
18
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION
GIVEN IS LESS THAN OR
EQUALS INVERT ELEVATION IN HDWRDS,
W.S.ELEV = INV
+ DC
LICENSEE: WILLIAMSON & SCHMID
FOS15P
PAGE
1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL C-2
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S.
Q VEL
VEL ENERGY
SUPER
CRITICAL
HOT/
SASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD GRD. EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
102.13
64.43
6.220 70.650
9.0 5.09
0.403 71.053
0.00
1.161
1.50
0.00
0.00
0
0.00
29.00
0.14310
.007341 0.21
0.480
0.00
131.13
68.58
2.283 70.863
9.0 5.09
0.403 71.266
0.00
1.161
1.50
0.00
0.00
0
0.00
JUNCT STR
0.00737
.006428 0.03
0.00
135.20
68.61
2.480 71.090
7.8 4.41
0.303 71.393
0.00
1.082
1.50
0.00
0.00
0
0.00
15.30
0.02026
.005514 0.08
0.770
0.00
150.50
68.92
2.267 71.187
7.8 4.41
0.303 71.490
0.00
1.082
1.50
0.00
0.00
0
0.00
102.13 I
103.12
104.10
105.09
106.08
107.07
108.05
109.04
110.03
111.01
112.00
112.99
113.98
114.96
115.95
116.94
117.92
118.91
119.90
120.89
121.87
122.86
123.85
124.83
125.82
126.81
127.80
128.78
129.77
130.76
131.74
132.73
133.72
134.71
135.69
136.68
137.67
138.65
139.64
140.63
141.62
142.60
143.59
144.58
145.56
146.55
147.54
148.53
149.51
150.50
SIERRA BUSINESS PARR - FONTANA
LATERAL C-2
HYDRAULIC ANALYSIS - 100 -YEAR
C H
W E R
I C
H
W
E
JX
I C
H
W
E R
I C H W E R
1-0
64.43 65.14 65.84
NOT E S'
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT
66.55 67.25 67.96
BE PLOTTED EXACTLY
68.67 69.37 70.08 70.78 71.49
rl
(-o
DATE: 4/ 1/2005
TIME: 8:19
1
Y(10)
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
®
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
1
Y(10)
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL C-19
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
ta
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
103.00
61.70
24
67.21
ELEMENT NO
2 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
150.00
61.94
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
155.41
61.96
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
157.41
61.97
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
5 IS A JUNCTION
U/S DATA STATION
INVERT
SECT LAT-1 LAT-2 N 03
Q4 INVERT-3 INVERT-4
PHI 3
PHI 4
160.41
62.48
18 18
0 0.013 1.8
0.0 62.48
0.00
90.00
0.00
ELEMENT NO
6 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
162.41
62.51
18
0.013
0.00
0.00
0.00
0
ELEMENT NO
7 IS A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
162.41
62.51
18
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS
NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LICENSEE: WILLIAMSON & SCHMID
P0515P
PAGE
1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL C-19
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
+x+++x+x++++++xx+++xx+xxx+x+xxxxxx+++++xxxxxx++x+xx+xxx+++++x+x+x+xx+++++++xxxxx+x++++xxxxxxt+x+x+x+xxxx+xxxxx+xxx+x+++xxxx+xxxxxx+
103.00
61.70
5.510 67.210
4.9
1.56
0.038
67.248
0.00
0.779
2.00
0.00
0.00
0
0.00
47.00
0.00511
.000469
0.02
0.752
0.00
150.00
61.94
5.292 67.232
4.9
1.56
0.038
67.270
0.00
0.779
2.00
0.00
0.00
0
0.00
5.41
0.00370
.000469
0.00
0.822
0.00
155.41
61.96
5.275 67.235
4.9
1.56
0.038
67.273
0.00
0.779
2.00
0.00
0.00
0
0.00
2.00
0.00500
.000469
0.00
0.760
0.00
157.41
61.97
5.266 67.236
4.9
1.56
0.038
67.274
0.00
0.779
2.00
0.00
0.00
0
0.00
JUNCT STR
0.17000
.000670
0.00
0.00
160.41
62.48
4.785 67.265
3.1
1.75
0.048
67.313
0.00
0.670
1.50
0.00
0.00
0
0.00
2.00
0.01500
.000871
0.00
0.500
0.00
162.41
62.51
4.757 67.267
3.1
1.75
0.048
67.315
0.00
0.670
1.50
0.00
0.00
0
0.00
X R
WE R
WE R
WE JX
X R
X R
SIERRA BUSINESS PARK - FMANA
LATERAL C-19
HYDRAULIC ANALYSIS - 100 -YEAR
103.00 I
C H
104.21
105.42
106.64
107.85
109.06
110.27
111.49
112.70
113.91
115.12
116.34
117.55
118.76
119.97
121.19
122.40
123.61
124.82
126.04
127.25
128.46
129.67
130.89
132.10
133.31
134.52
135.74
136.95
138.16
139.37
140.59
141.80
143.01
144.22
145.44
146.65
147.86
149.07
150.29 I
C H
151.50
152.71
153.92
155.14
156.35 I
C H
157.56 I
C H
158.77
159.99
161.20
I C H
162.41
I C H
X R
WE R
WE R
WE JX
X R
X R
61.70 62.26 62.82 63.38 63.95 64.51
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C a CRITICAL DEPTH
W : WATER SURFACE ELEVATION
H - HEIGHT OF CHARM
E a ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
65.07 65.63 66.19 66.75 67.32
DATE:
3/13/2005
TIME:
11:42
FOS15P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT CHN
NO OF AVE PIER HEIGHT 1 SASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4) Y(S) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18 4
1.50
CD
24 4
2.00
CD
30 4
2.50
CD
36 4
3.00
CD
42 4
3.50
CD
48 4
4.00
CD
54 4
4.50
CD
60 4
5.00
CD
66 4
5.50
CD
72 4
6.00
CD
78 4
6.50
CD
84 4
7.00
CD
90 4
7.50
CD
96 4
8.00
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL C-20
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
F 0 5
1 5 P
PAGE NO
2
L
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
103.00
66.20
36
71.53
FJjE$lZ TP NO
2 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
148.64
66.43
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
152.69
66.45
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
155.12
66.46
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
5 IS A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
155.12
66.46
36
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION
GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
I
LICENSEE: WILLIAMSON & SCHMID
F0515P
PAGE
1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL C-20
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S.
O VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLAW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SP AVE HF
NORM DEPTH
ZR
103.00
66.20
5.330 71.530
0.8 0.11
0.000 71.530
0.00
0.276
3.00
0.00
0.00
0
0.00
45.64
0.00504
.000001 0.00
0.270
0.00
148.64
66.43
5.100 71.530
0.8 0.11
0.000 71.530
0.00
0.276
3.00
0.00
0.00
0
0.00
4.05
0.00494
.000001 0.00
0.270
0.00
152.69
66.45
5.080 71.530
0.8 0.11
0.000 71.530
0.00
0.276
3.00
0.00
0.00
0
0.00
2.43
0.00411
.000001 0.00
0.280
0.00
155.12
66.46
5.070 71.530
0.8 0.11
0.000 71.530
0.00
0.276
3.00
0.00
0.00
0
0.00
1-o
SIERRA BUSINESS PARK - PONTANA
LATERAL C-20
HYDRAULIC ANALYSIS - 100 -YEAR
103.00 I C
104.06
105.13
106.19
107.25
108.32
109.38
110.45
111.51
112.57
113.64
114.70
115.76
116.83
117.89
118.96
120.02
121.08
122.15
123.21
124.27
125.34
126.40
127.46
128.53
129.59
130.66
131.72
132.78
133.85
134.91
135.97
137.04
138.10
139.16
140.23
141.29
142.36
143.42
144.48
145.55
146.61
147.67
148.74 I C
149.80
150.87
151.93
152.99 I C
154.06
155.12 I C
H
R
X R
X R
X R
1 0 4-
66.20 66.73 67.27 67.80 68.33 68.86
N O T E S
1. GLOSSARY
I INVERT ELEVATION
C CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H HEIGHT OF CEA14M
E ENERGY GRADE LINE
X CURVES CROSSING OVER
B BRIDGE ENTRANCE OR EXIT
Y WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
69.40 69.93 70.46 71.00 71.53
DATE: 3/13/2005
TIME: 11:43
FOSiSP
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 SASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
"l-
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL C-21
HEADING LING NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
m
-
F 0 S
1 S P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT
CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
102.47
67.61
24
71.67
ELEMENT NO
2 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
147.40
67.83
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
152.21
67.86
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
164.63
67.87
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
S IS A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
154.63
67.87
24
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS
NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS
THAN OR EQUALS INVERT TLEVATION IN HDWKDS,
W.S.ELEV - INV + DC
LICENSEE: WILLIAMSON & SCHMID
FOS15P
PAGE 1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL C-21
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S.
Q VEL
VEL ENERGY
SUPER
CRITICAL
RGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
xxx+x+xx+xxxxxxxx+xxxxxxx+xxxx+xx+x+xx+x+xxxxxx+xxxxx+x+x++++xx+txxxx+xx+++x+++xxxx++xxxxx:xxxxxtx+xxt+xxxxxxx+xxtxxxxxx+x+xxxxxxxx
102.47
67.61
3.960 71.570
1.8 0.57
0.005 71.575
0.00
0.465
2.00
0.00
0.00
0
0.00
44.93
0.00490
.000063 0.00
0.460
0.00
147.40
67.83
3.743 71.573
1.8 0.57
0.005 71.578
0.00
0.465
2.00
0.00
0.00
0
0.00
4.81
0.00624
.000063 0.00
0.430
0.00
152.21
67.86
3.713 71.573
1.8 0.57
0.005 71.578
0.00
0.465
2.00
0.00
0.00
0
0.00
2.42
0.00413
.000063 0.00
0.471
0.00
154.63
67.87
3.703 71.573
1.8 0.57
0.005 71.578
0.00
0.465
2.00
0.00
0.00
0
0.00
Lo
SIERRA BUSINESS PARK - FONTANA
LATERAL C-21
HYDRAULIC ANALYSIS - 100 -YEAR
102.47 .I
C
H
X .
R
103.53
104.60
105.66
106.73
107.79
108.86
109.92
110.99
112.05
113.11
114.18
115.24
116.31
117.37
118.44
119.50
120.57
121.63
122.70
123.76
124.82
125.89
126.95
128.02
129.08
130.15
131.21
132.28
133.34
134.40
135.47
136.53
137.60
138.66
139.73
140.79
141.86
147.92
143.99
145.05
146.11
147.18
148.24
I C
H
WE.
R
149.31
150.37
151.44
152.50
I C
H
WE.
R
153.57
154.63
I C
g
WE*
R
67.61 68.01 68.40 68.80 69.20 69.59
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C : CRITICAL DEPTH
W a WATER SURFACE ELEVATION
H : HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLAITED EXACTLY
69.99 70.39 70.78 71.18 71.S8
m
DATE:
2/24/2005
TIME:
14:33
FOS15P
HATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT CHN
NO OF AVE PIER HEIGHT 1 BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18 4
1.50
CD
24 4
2.00
CD
30 4
2.50
CD
36 4
3.00
CD
42 4
3.50
CD
48 4
4.00
CD
54 4
4.50
CD
60 4
S.00
CD
66 4
5.50
CD
72 4
6.00
CD
78 4
6.50
CD
84 4
7.00
CD
90 4
7.50
CD
96 4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL J
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
ra
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
103.18 50.54 36
55.53
ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANC PT
MAN H
106.68 50.60 36 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
152.71 51.38 36 0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
152.71 51.38 36
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
LICENSEE:
WILLIAMSON & SCHMID
POS15P
PAGE 1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL J
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SP AVE HF
NORM DEPTH
ZR
103.18
50.54
4.990 55.530 39.7 5.62
0.490 56.020
0.00
2.052
3.00
0.00
0.00
0 0.00
3.50
0.01714
.003543 0.01
1.420
0.00
106.68
50.60
4.942 55.542 39.7 5.62
0.490 56.032
0.00
2.052
3.00
0.00
0.00
0 0.00
46.03
0.01695
.003543 0.16
1.423
0.00
152.71
51.38
4.325 55.705 39.7 5.62
0.490 56.195
0.00
2.052
3.00
0.00
0.00
0 0.00
SIERRA BUSINESS PARK - FONTANA
LATERAL J
HYDRAULIC ANALYSIS - 100 -YEAR
103.18 I
C
H
W E R
104.19
105.20
106.21
107.22 I
C
H
N E R
108.23
109.24
110.26
111.27
112.28
113.29
114.30
115.31
116.32
117.33
118.34
119.35
120.36
121.37
122.39
123.40
124.41
125.42
126.43
127.44
128.45
129.46
130.47
131.48
132.49
133.50
134.52
135.53
136.54
137.55
138.56
139.57
140.58
141.59
142.60
143.61
144.62
145.63
146.65
147.66
148.67
149.68
150.69
151.70
152.71
I
C H
W E. R
50.54 51.11 51.67 52.24 52.80 53.37
N O T E S
1. GLOSSARY
I a INVERT ELEVATION
C = CRITICAL DEPTH
W WATER SURFACE ELEVATION
H : HEIGHT OF CHANbM
E ENERGY GRADE LINE
X CURVES CROSSING OVER
B BRIDGE ENTRANCE OR EXIT
Y WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
53.93 54.50 55.06 55.63 56.19
IN
DATE: 2/24/2005
TIME: 7:45
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
to
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARA - FONTANA
HEADING LINE NO 2 IS -
LATERAL K
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PACE NO 3
d!
.. _
N
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
103.15 55.22 36
62.79
ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
107.15 55.25 36 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
153.42 55.59 36 0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
153.42 55.59 36
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
1
LICENSEE: WILLIAMSON & SCE14M
F0515P
PAGE 1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL K
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL. El"
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
103.15
55.22
7.570 62.790 22.9 3.24
0.163 62.953 0.00
1.541
3.00
0.00
0.00
0 0.00
4.00
0.00756
.001179 0.00
1.312
0.00
107.15
55.25
7.545 62.795 22.9 3.24
0.163 62.958 0.00
1.541
3.00
0.00
0.00
0 0.00
46.27
0.00735
.001179 0.05
1.320
0.00
153.42
55.59
7.259 62.849 22.9 3.24
0.163 63.012 0.00
1.541
3.00
0.00
0.00
0 0.00
103.15 I
104.18
105.20
106.23
107.25 I
108.28
109.31
110.33
111.36
112.38
113.41
114.44
115.46
116.49
117.51
118.54
119.56
120.59
121.62
122.64
123.67
124.69
125.72
126.75
127.77
128.80
129.82
130.85
131.88
132.90
133.93
134.95
135.98
137.01
138.03
139.06
140.08
141.11
142.13
143.16
144.19
145.21
146.24
147.26
148.29
149.32
150.34
151.37
152.39
153.42 I
SIERRA BUSINESS PARK - FONTANA
LATERAL K
HYDRAULIC ANALYSIS - 100 -YEAR
C
H
C
H
W E R
W E R
w E . R
, 1-0
55.22 56.00 56.78 57.56 58.34 59.12
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H s HEIGHT OF CHANNEL
E : ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y : WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
59.90 60.67 61.45 62.23 63.01
DATE:
2/24/2005
TIME:
7:52
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE 1
CARD
SECT CHN
NO OF AVE PIER HEIGHT 1 BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4)
Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18 4
1.50
CD
24 4
2.00
CD
30 4
2.50
CD
36 4
3.00
CD
42 4
3.50
CD
48 4
4.00
CD
54 4
4.50
CD
60 4
5.00
CD
66 4
5.50
CD
72 4
6.00
CD
78 4
6.50
CD
84 4
7.00
CD
90 4
7.50
CD
96 4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
BLADING LINE NO 2 IS -
LATERAL L
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
ra
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
103.15
60.03
18
65.63
ELEMENT NO
2 IS A REACH
U/S DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
106.15
60.29
18 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
122.91
61.71
18 0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
U/S DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
140.37
63.20
18 0.013
0.00
44.46
0.00
0
ELEMENT NO
5 IS A REACH
U/S DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
147.35
63.79
18 0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A SYSTEM HBAD WORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
147.35
63.79
18
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS
NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LICENSEE:
WILLIAMSON & SCHMID
FOSiSP
PAGE
1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL L
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S.
Q VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLAW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
103.15
60.03
5.600 65.630
2.5 1.41
0.031
65.661
0.00
0.599
1.50
0.00
0.00
0
0.00
3.00
0.08667
.000566
0.00
0.280
0.00
106.15
60.29
5.342 65.632
2.5 1.41
0.031
65.663
0.00
0.599
1.50
0.00
0.00
0
0.00
16.76
0.08473
.000566
0.01
0.290
0.00
122.91
61.71
3.931 65.641
2.5 1.41
0.031
65.672
0.00
0.599
1.50
0.00
0.00
0
0.00
17.46
0.08534
.000566
0.01
0.280
0.00
140.37
63.20
2.455 65.655
2.5 1.41
0.031
65.686
0.00
0.599
1.50
0.00
0.00
0
0.00
6.98
0.08453
.000566
0.00
0.290
0.00
147.35
63.79
1.869 65.659
2.5 1.41
0.031
65.690
0.00
0.599
1.50
0.00
0.00
0
0.00
SIERRA BUSINESS PARK - FONTANA
LATERAL L
HYDRAULIC ANALYSIS - 100 -YEAR
103.15 I
C H
WE
R
104.05
104.95
105.86
106.76 I
C H
WE
R
107.66
108.56
109.46
110.37
111.27
112.17
113.07
113.97
114.88
115.78
116.68
117.58
118.48
119.39
120.29
121.19
122.09
122.99
I C
H
X
R
123.90
124.80
125.70
126.60
127.51
128.41
129.31
130.21
131.11
132.02
132.92
133.82
134.72
135.62
136.53
137.43
138.33
139.23
140.13
141.04
I C
H X
R
141.94
142.84
143.74
144.64
145.55
146.45
147.35
I
C H WE.
R
60.03 60.60 61.16 61.73 62.29 62.86
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H m HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B . BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
63.43 63.99 64.56 65.12 65.69
DATE: 3/24/2005
TIME: 20:32
FOS15P
WATER SURFACE PROFILE -
Ci MOM DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING: LINE NO 2 IS -
LATERAL N
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
102.77 69.2E 24
73.10
ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
105.27 69.26 24 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
152.43 69.52 24 0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
152.43 69.52 24
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWRDS,
W.S.ELEV = INV + DC
LICENSEE: WILLIAMSON & SCHMID
FOS15P
PAGE 1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL N
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
102.77
69.25
3.850 73.100 11.0 3.50
0.190 73.290
0.00
1.189
2.00
0.00
0.00
0 0.00
2.50
0.00400
.002364 0.01
1.312
0.00
105.27
69.26
3.846 73.106 11.0 3.50
0.190 73.296
0.00
1.189
2.00
0.00
0.00
0 0.00
47.16
0.00551
.002364 0.11
1.180
0.00
152.43
69.52
3.697 73.217 11.0 3.50
0.190 73.407
0.00
1.189
2.00
0.00
0.00
0 0.00
SIERRA BUSINESS PARK - FONTANA
LATERAL N
HYDRAULIC ANALYSIS - 100 -YEAR
102.77 I
C
H
W E R
103.78
104.80
105.81 .I
C
H
W E R
106.82
107.84
108.85
109.86
110.88
111.89
112.90
113.92
114.93
115.95
116.96
117.97
118.99
120.00
121.01
122.03
123.04
124.05
125.07
126.08
127.09
128.11
129.12
130.13
131.15
132.16
133.17
134.19
135.20
136.21
137.23
138.24
139.25
140.27
'
141.28
142.30
143.31
144.32
145.34
146.35
147.36
148.38
149.39
150.40
151.42
152.43
I C
H
W E R
69.25 69.67 70.08 70.50 70.91 71.33
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C . CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H - HEIGHT OF CHANNEL
E : ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
71.74 72.16 72.58 72.99 73.41
DATE: 2/24/2005
TIME: 8:23
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CEN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66.
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
PAGE NO
2
WATER
SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
W S ELEV
112.97
71.29
24
74.50
ELEMENT NO
2 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
115.47
71.36
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
139.72
72.10
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
158.38
72.67
24
0.013
0.00
47.50
0.00
0
ELEMENT NO
5 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
255.35
75.61
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
260.01
75.75
24
0.013
0.00
0.00
0.00
1
ELEMENT NO
7 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
316.15
77.45
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
8 IS A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
316.15
77.45
24 18 0
0.013 3.3
0.0 77.45 0.00
60.00
0.00
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
ELEMENT NO
9 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
352.32
78.55
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
10 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
387.66
79.62
24
0.013
0.00
90.00
0.00
0
ELEMENT NO
11 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
396.40
79.88
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
12 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
399.13
79.97
24
0.013
0.00
0.00
0.00
0
F 0 5 1 S P PACE NO 3
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 13 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W S ELEV
399.13 79.97 24 0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV - INV + DC
\
\
`0
LICENSEE:
WILLIAMSCN & SCHMID
FOS15P
PAGE
1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL P
HYDRAULIC ANALYSIS - 100
-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
EGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLAW
ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
WET
SO
SF AVE HF
NORM DEPTH
ZR
112.97
71.29
3.210
74.500
21.0
6.68
0.694 75.194
0.00
1.642
2.00
0.00
0.00
0
0.00
2.50
0.02800
.008617 0.02
1.062
0.00
115.47
71.36
3.162
74.522
21.0
6.68
0.694 75.216
0.00
1.642
2.00
0.00
0.00
0
0.00
24.25
0.03052
.008617 0.21
1.034
0.00
139.72
72.10
2.631
74.731
21.0
6.68
0.694 75.425
0.00
1.642
2.00
0.00
0.00
0
0.00
9.64
0.03055
.008617 0.08
1.034
0.00
149.36
72.39
2.476
74.870
21.0
6.68
0.694 75.564
0.00
1.642
2.00
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
149.36
72.39
1.044
73.438
21.0
12.66
2.488 75.926
0.00
1.642
2.00
0.00
0.00
0
0.00
9.02
0.03055
.029678 0.27
1.034
0.00
158.38
72.67
1.047
73.717
21.0
12.61
2.470 76.187
0.00
1.642
2.00
0.00
0.00
0
0.00
56.11
0.03032
.028637 1.61
1.040
0.00
214.49
74.37
1.066
75.437
21.0
12.32
2.358 77.795
0.00
1.642
2.00
0.00
0.00
0
0.00
40.86
0.03032
.026116 1.07
1.040
0.00
255.35
75.61
1.109
76.719
21.0
11.74
2.142 78.861
0.00
1.642
2.00
0.00
0.00
0
0.00
4.66
0.03004
.024254 0.11
1.040
0.00
260.01
75.75
1.115
76.865
21.0
11.66
2.111 78.976
0.00
1.642
2.00
0.00
0.00
0
0.00
16.00
0.03028
.022883 0.37
1.040
0.00
276.01
76.23
1.150
77.385
21.0
11.22
1.956 79.341
0.00
1.642
2.00
0.00
0.00
0
0.00
13.47
0.03028
.020489 0.28
1.040
0.00
289.48
76.64
1.196
77.838
21.0
10.70
1.779 79.617
0.00
1.642
2.00
0.00
0.00
0
0.00
9.19
0.03028
.018135 0.17
1.040
0.00
Lo.
LICENSEE:
WILLIAMSON & SCHMID
FO515P
PAGE 2
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL P
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
ROT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLAW
ELEV
READ GRD. PL.
ELEV
DEPTR
DIA
M NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
xx+++xxxxx++x+x+x+++xx++++xt+x+xxxxx++++x+xxxxx+++++t++++++++xx+x++xx+xxx++xx++xxxx+x+++t++++xxxxxxxxxx+xx+txxxx+xx+x+xxxxxxxx+++x+
298.67
76.92
1.246
78.167
21.0
10.20
1.617 79.784
0.00
1.642
2.00
0.00
0.00
0
0.00
6.69
0.03028
.016079 0.11
1.040
0.00
305.36
77.12
1.298
78.421
21.0
9.73
1.470 79.891
0.00
1.642
2.00
0.00
0.00
0
0.00
4.92
0.03028
.014275 0.07
1.040
0.00
310.28
77.27
1.353
78.625
21.0
9.28
1.336 79.961
0.00
1.642
2.00
0.00
0.00
0
0.00
3.49
0.03028
.012706 0.04
1.040
0.00
313.77
77.38
1.413
78.791
21.0
8.85
1.215 80.006
0.00
1.642
2.00
0.00
0.00
0
0.00
2.38
0.03028
.011350 0.03
1.040
0.00
316.15
77.45
1.479
78.929
21.0
8.43
1.104 80.033
0.00
1.642
2.00
0.00
0.00
0
0.00
JUNCT STR
0.00000
.018729 0.00
0.00
316.15
77.45
0.975
78.425
17.7
11.64
2.106 80.531
0.00
1.516
2.00
0.00
0.00
0
0.00
12.54
0.03041
.026208 0.33
0.940
0.00
328.69
77.83
0.986
78.817
17.7
11.47
2.043 80.860
0.00
1.516
2.00
0.00
0.00
0
0.00
23.63
0.03041
.024148 0.57
0.940
0.00
352.32
78.55
1.024
79.574
17.7
10.94
1.858 81.432
0.00
1.516
2.00
0.00
0.00
0
0.00
11.96
0.03028
.021535 0.26
0.940
0.00
364.28
78.91
1.055
79.967
17.7
10.53
1.722 81.689
0.00
1.516
2.00
0.00
0.00
0
0.00
10.47
0.03028
.019246 0.20
0.940
0.00
374.75
79.23
1.096
80.325
17.7
10.04
1.565 81.890
0.00
1.516
2.00
0.00
0.00
0
0.00
7.47
0.03028
.016983 0.13
0.940
0.00
382.22
79.45
1.139
80.594
17.7
9.57
1.423 82.017
0.00
1.516
2.00
0.00
0.00
0
0.00
5.44
0.03028
.015005 0.08
0.940
0.00
LICENSEE:
WILLIAMSON & SCHMID
FOS15P
PAGE
3
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL P
HYDRAULIC ANALYSIS - 100
-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
HOT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW
ELEV
HEAD GRD. EL.
ELEV
DEPTH
DIA
ID NO.
PIER
WET
SO
SF AVE HF
NORM DEPTH
ZR
r+r++r+xrr+x++++r+xr++x++r+++++rr+r++rrr++rx++rxx+r+rrr+rr+x+xx+rrrr++r++rrrr+r++++rr++++xxtr++trrxxxrrrr++rrxrxrrrr+rrr+r+++x+rr+r
387.66
79.62
1.185
80.805
17.7
9.13
1.294 82.099
0.00
1.516
2.00
0.00
0.00
0
0.00
2.77
0.02975
.013567 0.04
0.942
0.00
390.43
79.70
1.215
80.917
17.7
8.86
1.219 82.136
0.00
1.516
2.00
0.00
0.00
0
0.00
3.48
0.02975
.012306 0.04
0.942
0.00
393.91
79.81
1.265
81.071
17.7
8.45
1.108 82.179
0.00
1.516
2.00
0.00
0.00
0
0.00
2.49
0.02975
.010916 0.03
0.942
0.00
396.40
79.88
1.319
81.199
17.7
8.05
1.007 82.206
0.00
1.516
2.00
0.00
0.00
0
0.00
0.26
0.03297
.010181 0.00
0.920
0.00
396.66
79.89
1.327
81.216
17.7
8.00
0.993 82.209
0.00
1.516
2.00
0.00
0.00
0
0.00
1.42
0.03297
.009538 0.01
0.920
0.00
398.08
79.94
1.384
81.320
17.7
7.63
0.903 82.223
0.00
1.516
2.00
0.00
0.00
0
0.00
0.78
0.03297
.008502 0.01
0.920
0.00
398.86
79.96
1.447
81.408
17.7
7.27
0.821 82.229
0.00
1.516
2.00
0.00
0.00
0
0.00
0.27
0.03297
.007605 0.00
0.920
0.00
399.13
79.97
1.516
81.486
17.7
6.93
0.745 82.231
0.00
1.516
2.00
0.00
0.00
0
0.00
112.97 I
117. a2 I
122.67
127.52
132.37
137.22
142.07
146.92
151.77
156.62
161.47
166.32
171.17
176.02
180.87
185.72
190.57
195.42
200.27
205.12
209.97
214.82
219.67
224.52
229.37
234.22
239.07
243.92
248.77
253.62
258.48
263.33
268.18
273.03
277.88
282.73
287.58
292.43
297.28
302.13
306.98
311.83
316.68
321.53
326.38
331.23
336.08
340.93
345.78
350.63
355.48
360.33
SIERRA BUSYNESS PARK - WMANA
LATERAL P
HYDRAULIC ANALYSIS - 100 -YEAR
C H W E
C H W E
I
C
H
W E
E
I
I
C
H
W
E
I
W
C
H
I
E
I
C
W
E
C
H
E
I W C H
E
I
W
C H
E
I
W
C
H
E
I
W
C
H
E
I
W
C
H
E
I
W
C H
E
I
W C H
E
I
WC H
E
I
WC H
E
I
WC H
E
I
W C H
E
I
W C
H
E
I W C H E
. R
R
R
R
R
R
R
R
R
R
R
R
. R
R
R
JX
R
R
R
N
,4r,)
365.18
370.03
374.88
379.73
384.58
389.43
394.28
399.13
71.29 72.38 73.48 74.57
75.67 76.76 77.85
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H s HEIGHT OF CHANNEL
E m ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
I W C H E R
I W C H E R
I W C H E R
I W C H E R
I W C H E R
I W C H E R
78.95 80.04 81.14 82.23
DATE: 2/24/2005
TIME: 8:58
POS15P
WATER SURFACE PROFILE -
CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - PONTANA
HEADING LINE NO 2 IS -
LATERAL PA
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - Fi.u.MENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
101.15 77.45 18
78.93
ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
103.15 77.45 18 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
111.46 77.47 18 0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
111.46 77.47 18
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LICENSEE:
WILLIAMSON & SCHMID
FOS15P
PAGE 1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL PA
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL. ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
101.15
77.45
1.480 78.930 3.3 1.87
0.054 78.984 0.00
0.692
1.50
0.00
0.00
0
0.00
2.00
0.00000
.000901 0.00
0.000
0.00
103.15
77.45
1.482 78.932 3.3 1.87
0.054 78.986 0.00
0.692
1.50
0.00
0.00
0
0.00
8.31
0.00241
.000893 0.01
0.870
0.00
111.46
77.47
1.469 78.939 3.3 1.88
0.055 78.994 0.00
0.692
1.50
0.00
0.00
0
0.00
I 9V'TTT
SVTTT
VO'TTT
cla * OTT
Z9'OTT
TV'OTT
OVOTT
OL'60T
LS'60T
9E*60T
ST 60T
116 VOT
ZL*SOT
TS*80T
OE* OOT
60'801
88*LOT
L9*LOT
9i•' LOT
SZ'LOT
110 LOT
ES 90T
U9 90T
TV*90T
OZ'9OT
66 *SOT
BL'SOT
LS * SOT
9E'SOT
ST'SOT
V6*VOT
EL'40T
ZS VOT
TE to T
OT VOT
68 EOT
L9 EOT
9V EOT
z H m D I Sz, EOT
to' EOT
Es, zol
Z9, ZOT
TV, * ZOT
Oz*ZOT
66 TOT
SL TOT
LS'TOT
9E*101
M V ST*TOT
'UM- OOT - SISUMAV DIqrMHaLH
Yd TMMn
WMJ=d - Md SSMISM VHMs
77.45 77.60 77.76 77.91 78.07 78.22 78.38 78.53 78.69 78.84 78.99
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E : ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
L
9
DATE:
4/ 1/2005
TIME:
9:18
F0515P
WATER SURFACE PROFILE
- CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT CHN
NO OF AMIE PIER HEIGHT 1 BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18 4
1.50
CD
24 4
2.00
CD
30 4
2.50
CD
36 4
3.00
CD
39 4
3.25
CD
42 4
3.50
CD
48 4
4.00
CD
54 4
4.50
CD
60 4
5.00
CD
66 4
5.50
CD
72 4
6.00
CD
78 4
6.50
CD
84 4
7.00
CD
90 4
7.50
CD
96 4
8.00
F 0 s 1 s P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LINE A
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
Is
W S ELEV
51.70
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 45.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 30.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 30.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 51.21 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 38.33 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
+ + +
Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4
14.5 0.0 53.68 0.00 60.00 0.00
F 0 5 1
5 P
PLATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 -IS A SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
845.76
39.90
72
ELEMENT NO
2 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
863.25
39.92
72
0.013
ELEMENT NO
3 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
897.61
39.96
72
0.013
ELEMENT NO
4 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
991.90
40.07
72
0.013
ELF.4M NO
5 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
1012.18
40.10
72
0.013
ELE24E M NO
6 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
1041.63
40.13
72
0.013
ELEMENT NO
7 IS A REACH
+
+
+
U/S DATA
STATION
INVERT
SECT
N
1071.90
40.17
72
0.013
ELEMENT NO
8 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
1101.35
41.21
72
0.013
ELEMENT NO
9 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
1887.40
49.07
72
0.013
ELEMENT NO
10 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
1927.62
51.08
72
0.013
ELEMENT NO
11 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
1957.73
51.38
72
0.013
ELEMENT NO
12 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
1987.87
51.68
72
0.013
ELEMENT NO
13 IS A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
1994.03
51.92
72 24
0 0.013
W S ELEV
51.70
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 45.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 30.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 30.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 51.21 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 38.33 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
+ + +
Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4
14.5 0.0 53.68 0.00 60.00 0.00
F 0 5 1 5 P
PAGE NO
3
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
14 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
2379.47
53.48
72 0.013
0.00
0.00
0.00
0
ELEMENT NO
15 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
2384.13
53.50
72 0.013
0.00
0.00
0.00
1
ELEMENT NO
16 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
2676.81
54.73
72 0.013
0.00
0.00
0.00
0
ELEMENT NO
17 IS A JUNCTION
+
*
* *
* +
U/S DATA
STATION
INVERT
SECT LAT-1 LAT-2 N
03 Q4 INVERT-3 INVERT-4
PHI 3
PHI 4
2676.81
54.73
72 30 0 0.013
3.1 0.0 56.48 0.00
60.00
0.00
THE ABOVE FT•ZMENT CONTAINED AN
INVERT ELEV
WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV
WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
ELEMENT NO
18 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
2849.28
55.46
72 0.013
0.00
0.00
0.00
0
ELEMENT NO
19 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
2853.94
55.51
72 0.013
0.00
0.00
0.00
1
ELEN NT NO
20 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
3202.44
55.90
72 0.013
0.00
0.00
0.00
0
ELEMENT NO
21 IS A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT-1 LAT-2 N
Q3 Q4 INVERT-3 INVERT-4
PHI 3
PHI 4
3212.44
55.95
72 24 42 0.013
5.2 1.1 57.67 56.93
45.00
45.53
ELEMENT NO
22 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
AM PT
MAN H
3271.08
56.24
72 0.013
0.00
0.00
0.00
0
ELE24 8NT NO
23 IS A JUNCTION
*
*
* *
* +
+
U/S DATA
STATION
INVERT
SECT LAT-1 LAT-2 N
Q3 04 INVERT-3 INVERT-4
PHI 3
PHI 4
3278.58
56.29
72 30 0 0.013
12.1 0.0 57.76 0.00
60.00
0.00
F 0 5 1 5 P
PAGE NO
4
WATER SURFACE
PROFILE
- ELEMENT CARD LISTING
ELEMENT NO
24 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
3403.55
56.74
72
0.013
0.00
0.00
0.00
0
ELEMENT NO
25 IS A JUNCTION
*
x
x x
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2
N Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
3416.05
56.81
72 66 0
0.013 111.7
0.0 57.02 0.00
45.00
0.00
ELEMENT NO
26 IS A REACH
*
*
x
UIS DATA
STATION
INVERT
SECT
N
3608.64
58.18
72
0.013
RADIUS
ANGLE
ANG PT
MAN H
0.00
0.00
0.00
0
ELEMENT NO
27 IS A JUNCTION
*
*
* x
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2
N Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
THE ABOVE ELEMENT CONTAINED AN
3608.64 58.18 72 30 0 0.013 2.4
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS
0.0 59.87 0.00
INVERT
60.00
0.00
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS
ELEV -WARNING
INVERT ELEV -WARNING
ELEMENT NO
28 IS A REACH
*
x
x
UIS DATA
STATION
INVERT
SECT
N
4034.71
61.20
72
0.013
RADIUS
ANGLE
ANG PT
MAN H
0.00
0.00
0.00
0
ELEMENT NO
29 IS A JUNCTION
*
*
* x
x
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2
N Q3
Q4 INVERT-3*INVERT-4
PHI 3*
PHI 4
4044.71
62.20
60 36 30
0.013 13.0
1.7 63.17 63.41
45.53
38.77
ELEMENT NO
30 IS A REACH
*
*
x
UIS DATA
STATION
INVERT
SECT
N
4340.10
65.17
60
0.013
RADIUS
ANGLE
ANG PT
MAN H
0.00
0.00
0.00
0
ELEMENT NO
31 IS A REACH
*
x
x
UIS DATA
STATION
INVERT
SECT
N
4401.79
65.79
60
0.013
RADIUS
ANGLE
ANG PT
MAN H
0.00
90.00
0.00
0
ELEMENT NO
32 IS A REACH
*
*
x
UIS DATA
STATION
INVERT
SECT
N
4472.73
66.51
60
0.013
RADIUS
ANGLE
ANG PT
MAN H
0.00
0.00
0.00
0
ELEMENT NO
33 IS A REACH
*
*
x
U/S DATA
STATION
INVERT
SECT
N
4477.39
66.56
60.
0.013
RADIUS
ANGLE
ANG PT
MAN H
0.00
0.00
0.00
1
F O 5 1 5 P
PAGE NO
5
WATER SURFACE PROFILE
- ELEMENT CARD LISTING
ELEMENT NO
34 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
4689.17
68.25
60 0.013
0.00
0.00
0.00
0
ELEMENT NO
35 IS A JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N Q3
04 INVERT -3 INVERT -4
PHI 3
PHI 4
4695.25
68.30
60 18 0 0.013 8.2
0.0 70.03 0.00
45.00
0.00
ELEMENT NO
36 IS A REACH
UIS DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
4895.69
69.90
60 0.013
0.00
0.00
0.00
0
F.r.04KNT NO
37 IS A JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
4895.69
69.90
60 18 0 0.013 4.0
0.0 71.65 0.00
45.00
0.00
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV
WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV
WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
ELEMENT NO
38 IS A REACH
UIS DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
5091.41
71.47
60 0.013
0.00
0.00
0.00
0
ELEMENT NO
39 IS A JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N Q3
04 INVERT -3 INVERT -4
PHI 3
PHI 4
5097.49
71.52
60 18 0 0.013 4.1
0.0 73.24 0.00
45.00
0.00
ELEMENT NO
40 IS A REACH
UIS DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
5294.02
72.30
60 0.013
0.00
0.00
0.00
0
ELEMENT NO
41 IS A JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N Q3
04 INVERT -3 INVERT -4
PHI 3
PHI 4
5294.02
72.30
60 18 0 0.013 3.2
0.0 74.05 0.00
45.00
0.00
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV
WHICH WAS NOT GREATER THAN THE PREVIOUS nIVERT ELEV -WARNING
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV
WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
AF
0 5 1 5 P`
PACE NO
6
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
rt.F eVMNT NO
42 IS A REACH
U/S DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
5472.41
73.02
60 0.013
0.00
0.00
0.00
0
ELEMENT NO
43 IS A JUNCTION
UIS DATA STATION
INVERT
SECT LAT -1 LAT -2 N 03 Q4
INVERT -3 INVERT -4
PHI 3
PEI 4
5479.41
73.27
39 36 0 0.013 27.8 0.0
73.71 0.00
30.00
0.00
ELEMENT NO
44 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
5514.76
75.11
39 0.013
0.00
90.00
0.00
0
ELEMENT NO
45 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
5591.27
79.10
39 0.013
0.00
0.00
0.00
0
ELEMENT NO
46 IS A SYSTEM EEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
5591.27
79.10
39
0.00
NO EDIT ERRORS ENCOUNTERED—COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** — WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION
IN HDWKDS, W.S.ELEV - INV
+ DC
\-(-INS=.-
i
WILLIAMSON
& SCHMID
FO
PAGE
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - PONTANA
LINE A
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
845.76
39.90
11.800
51.700
332.9
11.77
2.153
53.853
0.00
4.962
6.00
0.00
0.00
0
0.00
17.49
0.00114
.006179
0.11
6.000
0.00
863.25
39.92
11.888
51.808
332.9
11.77
2.153
53.961
0.00
4.962
6.00
0.00
0.00
0
0.00
34.36
0.00116
.006179
0.21
6.000
0.00
897.61
39.96
12.060
52.020
332.9
11.77
2.153
54.173
0.00
4.962
6.00
0.00
0.00
0
0.00
94.29
0.00117
.006179
0.58
6.000
0.00
991.90
40.07
12.837
52.907
332.9
11.77
2.153
55.060
0.00
4.962
6.00
0.00
0.00
0
0.00
20.28
0.00148
.006179
0.13
6.000
0.00
1012.18
40.10
12.933
53.033
332.9
11.77
2.153
55.186
0.00
4.962
6.00
0.00
0.00
0
0.00
29.45
0.00102
.006179
0.18
6.000
0.00
1041.63
40.13
13.333
53.463
332.9
11.77
2.153
55.616
0.00
4.962
6.00
0.00
0.00
0
0.00
30.27
0.00132
.006179
0.19
6.000
0.00
1071.90
40.17
13.480
53.650
332.9
11.77
2.153
55.803
0.00
4.962
6.00
0.00
0.00
0
0.00
29.45
0.03531
.006179
0.18
2.706
0.00
1101.35
41.21
12.871
54.081
332.9
11.77
2.153
56.234
0.00
4.962
6.00
0.00
0.00
0
0.00
786.05
0.01000
.006179
4.86
4.008
0.00
1887.40
49.07
9.868
58.938
332.9
11.77
2.153
61.091
0.00
4.962
6.00
0.00
0.00
0
0.00
40.22
0.04997
.006179
0.25
2.457
0.00
1927.62
51.08
8.431
59.511
332.9
11.77
2.153
61.664
0.00
4.962
6.00
0.00
0.00
0
0.00
30.11
0.00996
.006179
0.19
4.013
0.00
1957.73
51.38
8.598
59.978
332.9
11.77
2.153
62.131
0.00
4.962
6.00
0.00
0.00
0
0.00
30.14
0.00995
.006179
0.19
4.015
0.00
�ftsm: WILLIAMSON & SCHMID FOS15P PAGE 2
WATER SURFACE PROFILE LISTING
SIERRA. BUSINESS PARK - FONTANA
LINE A
HYDRAULIC ANALYSIS - 100 -YEAR
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1987.87 51.68 8.484 60.164 332.9 11.77 2.153 62.317 0.00 4.962 6.00 0.00 0.00 0 0.00
JUNCT STR 0.03896 .005915 0.04 0.00
1994.03 51.92 8.611 60.531 318.4 11.26 1.969 62.500 0.00 4.865 6.00 0.00 0.00 0 0.00
385.44 0.00405 .005652 2.18 6.000 0.00
2379.47 53.48 9.229 62.709 318.4 11.26 1.969 64.678 0.00 4.865 6.00 0.00 0.00 0 0.00
4.66 0.00429 .005652 0.03 6.000 0.00
2384.13 53.50 9.334 62.834 318.4 11.26 1.969 64.803 0.00 4.865 6.00 0.00 0.00 0 0.00
292.68 0.00420 .005652 1.65 6.000 0.00
2676.81 54.73 9.758 64.488 318.4 11.26 1.969 66.457 0.00 4.865 6.00 0.00 0.00 0 0.00
JUNCT STR 0.00000 .005598 0.00 0.00
2676.81 54.73 9.834 64.564 315.3 11.15 1.931 66.495 0.00 4.843 6.00 0.00 0.00 0 0.00
172.47 0.00423 .005543 0.96 6.000 0.00
2849.28 55.46 10.060 65.520 315.3 11.15 1.931 67.451 0.00 4.843 6.00 0.00 0.00 0 0.00
4.66 0.01073 .005543 0.03 3.765 0.00
2853.94 55.51 10.132 65.642 315.3 11.15 1.931 67.573 0.00 4.843 6.00 0.00 0.00 0 0.00
348.50 0.00112 .005543 1.93 6.000 0.00
3202.44 55.90 11.674 67.574 315.3 11.15 1.931 69.505 0.00 4.843 6.00 0.00 0.00 0 0.00
JUNCT STR 0.00500 .005433 0.05 0.00
3212.44 55.95 11.824 67.774 309.0 10.93 1.855 69.629 0.00 4.799 6.00 0.00 0.00 0 0.00
58.64 0.00494 .005323 0.31 5:148 0.00
3271.08 56.24 11.846 68.086 309.0 10.93 1.855 69.941 0.00 4.799 6.00 0.00 0.00 0 0.00
JUNCT STR 0.00667 .005119 0.04 0.00
SEE:
WILLIAMSCN
& SCHMID
Fps-,
PAGE
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LINE A
HYDRAMIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
EF
NORM DEPTH
ZR
3278.58
56.29
12.103
68.393
296.9
10.50
1.712
70.105
0.00
4.711
6.00
0.00
0.00
0
0.00
124.97
0.00360
.004915
0.61
6.000
0.00
3403.55
56.74
12.267
69.007
296.9
10.50
1.712
70.719
0.00
4.711
6.00
0.00
0.00
0
0.00
JUNCT STR
0.00560
.003413
0.04
0.00
3416.05
56.81
13.924
70.734
185.2
6.55
0.666
71.400
0.00
3.714
6.00
0.00
0.00
0
0.00
192.59
0.00711
.001912
0.37
3.065
0.00
3608.64
58.18
12.922
71.102
185.2
6.55
0.666
71.768
0.00
3.714
6.00
0.00
0.00
0
0.00
JUNCT STR
0.00000
.001888
0.00
0.00
3608.64
58.18
12.956
71.136
182.8
6.47
0.649
71.785
0.00
3.689
6.00
0.00
0.00
0
0.00
426.07
0.00709
.001863
0.79
3.045
0.00
4034.71
61.20
10.730
71.930
182.8
6.47
0.649
72.579
0.00
3.689
6.00
0.00
0.00
0
0.00
JUNCT STR
0.10000
.003015
0.03
0.00
4044.71
62.20
9.404
71.604
168.1
8.56
1.138
72.742
0.00
3.717
5.00
0.00
0.00
0
0.00
295.39
0.01005
.004166
1.23
2.918
0.00
4340.10
65.17
7.664
72.834
168.1
8.56
1.138
73.972
0.00
3.717
5.00
0.00
0.00
0
0.00
61.69
0.01005
.004166
0.26
2.918
0.00
4401.79
65.79
7.529
73.319
168.1
8.56
1.138
74.457
0.00
3.717
5.00
0.00
0.00
0
0.00 .
70.94
0.01015
.004166
0.30
2.909
0.00
4472.73
66.51
7.105
73.615
168.1
8.56
1.138
74.753
0.00
3.717
5.00
0.00
0.00
0
0.00
4.66
0.01073
.004166
0.02
2.858
0.00
4477.39
66.56
7.131
73.691
168.1
8.56
1.138
74.829
0.00
3.717
5.00
0.00
0.00
0
0.00
211.78
0.00798
.004166
0.88
3.149
0.00
i
I.SEE: WILLIAMSON & SCHMID FO51-) PAGE
WATER SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LINE A
HYDRAULIC ANALYSIS - 100-YEAR
STATION INVERT DEPTH W. S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
El" OF FLOW ELEV HEAD CM. EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
4689.17 68.25 6.323 74.573 168.1 8.56 1.138 75.711 0.00 3.717 5.00 0.00 0.00 0 0.00
JUNCT STR 0.00822 .003968 0.02 0.00
4695.25 68.30 6.471 74.771 159.9 8.14 1.030 75.801 0.00 3.626 5.00 0.00 0.00 0 0.00
200.44 0.00798 .003769 0.76 3.045 0.00
4895.69 69.90 5.627 75.527 159.9 8.14 1.030 76.557 0.00 3.626 5.00 0.00 0.00 0 0.00
JUNCT STR 0.00000 .003676 0.00 0.00
4895.69 69.90 5.719 75.619 155.9 7.94 0.979 76.598 0.00 3.580 5.00 0.00 0.00 0 0.00
161.88 0.00802 .003561 0.58 2.990 0.00
5057.57 71.20 5.000 76.199 155.9 7.94 0.979 77.178 0.00 3.580 5.00 0.00 0.00 0 0.00
33.84 0.00802 .003335 0.11 2.990 0.00
5091.41 71.47 4.817 76.287 155.9 8.03 1.002 77.289 0.00 3.580 5.00 0.00 0.00 0 0.00
JUNCT STR 0.00822 .003081 0.02 0.00
5097.49 71.52 4.891 76.411 151.8 7.77 0.938 77.349 0.00 3.533 5.00 0.00 0.00 0 0.00
196.53 0.00397 .002985 0.59 3.797 0.00
5294.02 72.30 4.647 76.947 151.8 7.98 0.989 77.936 0.00 3.533 5.00 0.00 0.00 0 0.00
JUNCT STR 0.00000 .002879 0.00 0.00
5294.02 72.30 4.745 77.045 148.6. 7.72 0.925 77.970 0.00 3.495 5.00 0.00 0.00 0 0.00
52.46 0.00404 .002816 0.15 3.702 0.00
5346.48 72.51 4.666 77.178 148.6 7.79 0.943 78.121 0.00 3.495 5.00 0.00 0.00 0 0.00
HYDRAULIC JUMP 0.00
5346.48 72.51 2.571 75.083 148.6 14.61 3.315 78.398 0.00 3.495 5.00 0.00 0.00 0 0.00
24.90 0.00404 .012565 0.31 3.702 0.00
SEE: WILLIAMSON & SCHMID F0sf PAGE 5
WATER SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FCNTANA
LINE A
HYDRAULIC ANALYSIS - 100-YEAR
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/El SO SF AVE EF NORM DEPTH ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
5371.38 72.61 2.485 75.097 148.6 15.25 3.610 78.707 0.00 3.495 5.00 0.00 0.00 0 0.00
26.63 0.00404 .014177 0.38 3.702 0.00
5398.01 72.72 2.394 75.114 148.6 15.99 3.970 79.084 0.00 3.495 5.00 0.00 0.00 0 0.00
25.75 0.00404 .016113 0.41 3.702 0.00
5423.76 72.82 2.308 75.132 148.6 16.77 4.368 79.500 0.00 3.495 5.00 0.00 0.00 0 0.00
24.77 0.00404 .018325 0.45 3.702 0.00
5448.53 72.92 2.225 75.149 148.6 17.59 4.804 79.953 0.00 3.495 5.00 0.00 0.00 0 0.00
23.88 0.00404 .020851 0.50 3.702 0.00
5472.41 73.02 2.146 75.166 148.6 18.45 5.285 80.451 0.00 3.495 5.00 0.00 0.00 0 0.00
JUNCT STR 0.03571 .029881 0.21 0.00
5479.41 73.27 2.109 75.379 120.8 21.20 6.977 82.356 0.00 3.132 3.25 0.00 0.00 0 0.00
3.87 0.05205 .037319 0.14 1.891 0.00
5483.28 73.47 2.118 75.590 120.8 21.09 6.906 82.496 0.00 3.132 3.25 0.00 0.00 0 0.00
31.48 0.05205 .035029 1.10 1.891 0.00
5514.76 75.11 2.210 77.320 120.8 20.11 6.278 83.598 0.00 3.132 3.25 0.00 0.00 0 0.00
12.60 0.05215 .032015 0.40 1.890 0.00
5527.36 75.77 2.260 78.027 120.8 19.61 5.973 84.000 0.00 3.132 3.25 0.00 0.00 0 0.00
19.37 0.05215 .029389 0.57 1.890 0.00
5546.73 76.78 2.362 79.139 120.8 18.70 5.430 84.569 0.00 3.132 3.25 0.00 0.00 0 0.00
14.81 0.05215 .026305 0.39 1.890 0.00
5561.54 77.55 2.473 80.022 120.8 17.83 4.937 84.959 0.00 3.132 3.25 0.00 0.00 0 0.00
11.43 0.05215 .023664 0.27 1.890 0.00
l4ag=
:
WILLIAMSON
& SCHMID
FO51 r
PAGE
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LINE A
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S.
Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
5572.97
78.15
2.596 80.742
120.8 17.00
4.487 85.229
0.00
3.132
3.25
0.00
0.00
0
0.00
8.76
0.05215
.021453 0.19
1.890
0.00
5581.73
78.60
2.735 81.338
120.8 16.21
4.079 85.417
0.00
3.132
3.25
0.00
0.00
0
0.00
6.32
0.05215
.019716 0.12
1.890
0.00
5588.05
78.93
2.901 81.833
120.8 15.45
3.708 85.541
0.00
3.132
3.25
0.00
0.00
0
0.00
3.22
0.05215
.018844 0.06
1.890
0.00
5591.27
79.10
3.132 82.232
120.8 14.73
3.371 85.603
0.00
3.132
3.25
0.00
0.00
0
0.00
845.76 I
886.32 I
926.88 I
967.44
1008.00 I
1048.56 I
1089.12 I
1129.68 I
1170.24 I
1210.80
1251.36
1291.92
1332.48
1373.04
1413.60
1454.16
1494.72
1535.28
1575.84
1616.40
1656.96
1697.52
1738.08
1778.64
1819.20
1859.76
1900.32
1940.88
1981.44
2022.00
2062.56
2103.12
2143.68
2184.24
2224.80
2265.36
2305.92
2346.48
2387.04
2427.60
2468.16
2508.72
2549.28
2589.84
2630.40
2670.96
2711.52
2752.08
2792.64
2833.20
2873.76
2914.32
SIERRA BUSINESS PARK - PONTAN
LINE A
HYDRAULIC ANALYSIS - 100 -YEAR
C H
W
E
W E
C H
W
E
W E
C H
W
E
W E
C H
C
W
E
C H
W
E
C H
W
E
C H
W
E
C H
W
E
I
C
H
W E
I
C H
C H
W E
I
C
C H
W E
I
C
C H
W E
I
C H
W E
I C H W E
I C H W E
I
C H
W
E
I
C H
W
E
I
C
H
W E
I
C
H
W E
R
R
R
R
R
R
R
R
R
R
R
JX
R
R
R
ix
R
R
R
12954.88
2995.44
3036.00
3076.56
3117.12
3157.68
3198.24
3238.79
I
C H
W E
,7g
3279.35
I
C H
W E
R
3319.91
I
C H
W E
JX
3360.47
I
C H
W E
R
3401.03
3441.59
I
C H
W E
JX
3482.15
I
C H
WE
R
3522.71
3563.27
3603.83
3644.39
I
C H
WE
7g
3684.95
I
C H
WE
R
3725.51
3766.07
3806.63
3847.19
3887.75
3928.31
3968.87
4009.43
4049.99
I C
H WE
ix
4090.55
I C
H W E
R
4131.11
4171.67
4212.23
4252.79
4293.35
4333.91
4374.47
I
C H W E
R
4415.03
I
C H W E
R
4455.59
4496.15
I C H W E
R
4536.71
I C H W E
R
4577.27
4617.83
4658.39
4698.95
I C H W E
ix
4739.51
I C H W E
R
4780.07
'
4820.63
4861.19
4901.75
i C HW E
7%
4942.31
I C H W E
g
4982.87
5023.43
5063.99
I C X E
g
5104.55
I C WHE
JX
5145.11
I C WHE
R
5185.67
5226.23
5266.79
5307.35
I C X E
JX
\5347.91
5388.47
5429.03
5469.59
5510.15
5550.71
5591.27
39.90
44.47 49.04 53.61 58.18 62.75 67.32
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H - HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y : WALL ENTRANCE OR EXIT
2. STATICNS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
I
C XE
R
I
C WHE
R
I
W C H E
R
I
W C H E
R
I
W C H E
R
I
W C H E
R
I
W C H E
R
71.89
76.46 81.03
85.60
n
4/l/2005
TIME: 13:19
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE i
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
\..
F 0 5 1 5 P
P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL A-1
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F O 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
103.46
53.68
24
60.53
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
148.59
54.27
24 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A JUNCTION
UIS DATA STATION
INVERT
SECT LAT-1 LAT-2 N Q3
04 INVERT-3 INVERT-4
PHI 3
PHI 4
152.42
54.32
24 18 . 0 0.013 3.5
0.0 54.82
0.00
90.00
0.00
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
164.51
54.56
24 0.013
0.00
0.00
28.93
0
El 2, NT NO
5 IS A SYSTEM HEADWORKS
UIS DATA STATIM
INVERT
SECT
W S ELEV
164.51
54.56
24
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
`
SEE: WILLIAMSON & SCM41D
FOS15r
PACE 1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-1
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S.
Q VEL
VEL
ENERGY
SUPER
CRITICAL
HG3T/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GtD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
103.46
53.68
6.850 60.530
15.7 5.00
0.388
60.918
0.00
1.429
2.00
0.00
0.00
0
0.00
45.13
0.01307
.004816
0.22
1.122
0.00
148.59
54.27
6.477 60.747
15.7 5.00
0.388
61.135
0.00
1.429
2.00
0.00
0.00
0
0.00
JUNCT STR
0.01306
.003862
0.01
0.00
152.42
54.32
6.749 61.069
12.2 3.88
0.234
61.303
0.00
1.255
2.00
0.00
0.00
0
0.00
12.09
0.01985
.002908
0.04
0.860
0.00
164.51
54.56
6.567 61.127
12.2 3.88
0.234
61.361
0.00
1.255
2.00
0.00
0.00
0
0.00
SIERRA BUSINESS PARK - PCNTANA
LATERAL A-1
HYDRAULIC ANALYSIS - 100 -YEAR
103.46 I
C H
W E R
104.71
105.95
107.20
108.44
109.69
110.94
112.18
113.43
114.67
115.92
117.17
118.41
119.66
120.90
122.15
123.39
124.64
125.89
127.13
128.38
129.62
130.87
132.12
133.36
134.61
135.85
137.10
138.35
139.59
140.84
142.08
143.33
144.58
145.82
147.07
148.31
149.56
I C H
W E JX
150.80
152.05
153.30
I C H
W E R
154.54
155.79
157.03
158.28
159.53
160.77
162.02
163.26
164.51
I C H
W E_ R
'-f\� S3.68 54.45 55.22 55.98 56.75 .i2
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
58.29 59.06 59.82 60.59 61.36
4/ 1/2005
TIME:
10:28
FOSiSP
WATER SURFACE PROFILE
- CHANNEL DEFINITION LISTING
PAGE 1
CARD
SECT CHN
NO OF AVE PIER HEIGHT 1 BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4) Y(5)
Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18 4
1.50
CD
24 4
2.00
CD
30 4
2.50
CD
36 4
3.00
CD
42 4
3.50
CD
48 4
4.00
CD
54 4
4.50
CD
60 4
5.00
CD
66 4
5.50
CD
72 4
6.00
CD
78 4
6.50
CD
84 4
7.00
CD
90 4
7.50
CD
96 4
8.00
F 0 515
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL A-4
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION INVERT SECT W S ELEV
104.24 57.67 24 67,77
ELEMENT NO
2 IS A REACH
UIS DATA STATION INVERT SECT N RADIUS
ANGLE
ANG PT
MAN H
108.74 57.69 24 0.013 0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION INVERT SECT N RADIUS
ANGLE
ANG PT
MAN H
109.32 57.69 24 0.013 0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
UIS DATA STATION INVERT SECT N RADIUS
ANGLE
ANG PT
MAN H
126.99 57.76 24 0.013 0.00
45.00
0.00
0
ELEMENT NO
5 IS A REACH
UIS DATA STATION INVERT SECT N RADIUS
ANGLE
ANG PT
MAN H
181.19 61.75 24 0.013 0.00
0.00
0.00
0
EL NENT NO
6 IS A JUNCTION
UIS DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
181.19 61.75 24 24 24 0.013 4.6 1.6 62.75 62.75
67.53
45.00
THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
THE ABOVE ELEMENT' CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
ELEMENT NO
7 IS A SYSTEM HEADWORKS
UIS DATA SMkTION INVERT SECT W S ELEV
181.19 61.75 24 0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV
+ DC
I-aSEE: WILLIAMSON & SCHMID FOSlb. PAGE 1'
WATER SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL A-4
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S.
Q VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
104.24
57.67
10.100 67.770
6.3 2.01
0.062
67.832
0.00
0.889
2.00
0.00
0.00
0
0.00
4.50
0.00444
.000776
0.00
0.900
0.00
108.74
57.69
10.083 67.773
6.3 2.01
0.062
67.835
0.00
0.889
2.00
0.00
0.00
0
0.00
0.58
0.00000
.000776
0.00
0.000
0.00
109.32
57.69
10.084 67.774
6.3 2.01
0.062
67.836
0.00
0.889
2.00
0.00
0.00
0
0.00
17.67
0.00396
.000776
0.01
0.930
0.00
126.99
57.76
10.036 67.796
6.3 2.01
0.062
67.858
0.00
0.889
2.00
0.00
0.00
0
0.00
54.20
0.07362
.000776
0.04
0.430
0.00
181.19
61.75
6.089 67.839
6.3 2.01
0.062
67.901
0.00
0.889
2.00
0.00
0.00
0
0.00
JUNCT STR
0.00000
.000388
0.00
0.00
181.19
61.75
6.182 67.932
0.1 0.03
0.000
67.932
0.00
0.108
2.00
0.00
0.00
0
0.00
SIERRA BUSINESS PARK - FCNTANA
LATERAL A-4
HYDRAULIC ANALYSIS - 100-YEAR
104.24
I
C H
WE
R
105.81
107.38
108.95
I
C H
WE
R
110.52
.I
C H
WE
R
112.09
113.66
115.23
116.80
118.37
119.94
121.51
123.08
124.66
126.23
127.80
I
C H
WE
R
129.37
130.94
132.51
134.08
135.65
137.22
138.79
140.36
141.93
143.50
145.07
146.64
148.21
149.78
151.35
152.92
154.49
156.06
157.63
159.20
160.77
16235
163.92
165.49
167.06
168.63
170.20
171.77
173.34
174.91
176.48
178.05
179.62
181.19
I
C H
g
JX
r
57.67 58.70 59.72 60.75 61.77 61.d0
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C m CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H - HEIGHT OF CHANNEL
E - ENERGY GLADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
63.83 64.85 65.88 66.91 67.93
4/ 1/2005
TIME: 10:39
FOSiSP
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CNN NO OF AVE PIER
HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE PIERS WIDTH
DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0515\1,
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL A- 4A
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5 1 5
P
PAGE NO
2
WATER SURFACE PROFILE
- ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION
INVERT
SECT
W S ELEV
102.17
62.75
24
67.93
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN R
136.88
65.18
24 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A JUNCTION
UIS DATA STATION
INVERT
SECT LAT-1 LAT-2 N Q3
Q4 INVERT-3 INVERT-4
PHI 3
PRI 4
140.85
65.68
18 18 0 0.013 1.3
0.0 65.68
0.00
90.00
0.00
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
155.38
65.87
18 0.013
0.00
0.00
0.00
0
ELFNEN'T NO
5 IS A SYSTEM HEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
155.38
65.87
18
0.00
NO EDIT ERRORS ENCOUNTERED-CCMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION
GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
. SEE:
WILLIAMSON
& SCHMID
FOSI)
PAGE
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL A-4A
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S.
Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD GRD-EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE EF
NORM DEPTH
ZR
xx++x+x++xxxx+x+xx++xxxxxxxxxx,rxxx.xxxx+xxxx+xx+xxxxxxxxxxx+++xx+xxx+xx+xxxxxxxxxxx++x+xx+x+xx++xxx+x+xxxxxxxxxx+xxxxxx+x+++x++xxxxx
102.17
62.75
5.180 67.930
4.9 1.56
0.038 67.968
0.00
0.779
2.00
0.00
0.00
0
0.00
34.71
0.07001
.000469 0.02
0.390
0.00
136.88
65.18
2.766 67.946
4.9 1.56
0.038 67.984
0.00
0.779
2.00
0.00
0.00
0
0.00
JUNCT STR
0.12595
.000822 0.00
0.00
140.85
65.68
2.273 67.953
3.6 2.04
0.064 68.017
0.00
0.724
1.50
0.00
0.00
0
0.00
14.53
0.01308
.001175 0.02
0.560
0.00
155.38
65.87
2.101 67.971
3.6 2.04
0.064 68.035
0.00
0.724
1.50
0.00
0.00
0
0.00
102.17 I
103.26
104.34
105.43
106.51
107.60
108.69
109.77
110.86
111.94
113.03
114.12
115.20
116.29
117.37
118.46
119.54
120.63
121.72
122.80
123.89
124.97
126.06
127.15
128.23
129.32
130.40
131.49
132.58
133.66
134.75
135.83
136.92
138.01
139.09
140.18
141.26
142.35
143.43
144.52
145.61
146.69
147.78
148.86
149.95
151.04
152.12
153.21
154.29
155.38
SIERRA BUSINESS PARK - FONTANA
LATERAL A -4A
HYDRAULIC ANALYSIS - 100 -YEAR
C H
I
C
g
I
C H
I C H
X R
WE JX
WE R
WE R
62.75 63.28 63.81 64.34 64.86 ..39
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
65.92 66.45 66.98 67.51 68.04
ra
4/ 1/2005
TIME: 10:44
FOS15P
WATER SURFACE PROFILE -
CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
Cl)
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F O 5 1 51 P`
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL A -4B
BEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
m
F O 5 1 5� PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
UIS DATA STATION INVERT SECT W S ELEV
102.83 62.75 24 67.93
ELEMENT NO 2 IS A REACH
UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
131.23 68.77 24 0.013 0.00 0.00 0.00 0
ELEMENT NO 3 IS A SYSTEM HEADWCRKS
UIS DATA STATION INVERT SECT W S ELEV
131.23 68.77 24 0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
\ -aSEE:
WILLIAMSON
& SCHMID
FO51
PACE
1'
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL A-4B
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
102.83
62.75
5.180
67.930
1.6
0.51
0.004
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
15.01
0.21197
.000049
0.00
0.160
0.00
117.84
65.93
2.000
67.931
1.6
0.51
0.004
67.935
0.00
0.438
2.00
0.00
0.00
0
0.00
0.87
0.21197
.000046
0.00
0.160
0.00
118.71
66.11
1.814
67.929
1.6
0.53
0.004
67.933
0.00
0.438
2.00
0.00
0.00
0
0.00
0.50
0.21197
.000045
0.00
0.160
0.00
119.21
66.22
1.706
67.929
1.6
0.56
0.005
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.42
0.21197
.000049
0.00
0.160
0.00
119.63
66.31
1.618
67.928
1.6
0.59
0.005
67.933
0.00
0.438
2.00
0.00
0.00
0
0.00
0.36
0.21197
.000054
0.00
0.160
0.00
119.99
66.39
1.540
67.928
1.6
0.62
0.006
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.33
0.21197
.000060
0.00
0.160
0.00
120.32
66.46
1.470
67.927
1.6
0.65
0.006
67.933
0.00
0.438
2.00
0.00
0.00
0
0.00
0.30
0.21197
.000067
0.00
0.160
0.00
120.62
66.52
1.406
67.927
1.6
0.68
0.007
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.28
0.21197
.000075
0.00
0.160
0.00
120.90
66.58
1.346
67.926
1.6
0.71
0.008
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00 .
0.25
0.21197
.000084
0.00
0.160
0.00
121.15
66.63
1.291
67.925
1.6
0.75
0.009
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.25
0.21197
.000094
0.00
0.160
0.00
121.40
66.69
1.239
67.924
1.6
0.78
0.009
67.933
0.00
0.438
2.00
0.00
0.00
0
0.00
0.22
0.21197
.000106
0.00
0.160
0.00
TISEE:
WILLIAMSON
& SCHMID
PO51
r
PAGE
2
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARR -
FONTANA
LATERAL A -4B
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
**xx*******x*xxxxxxx**x*xxx*x****+**xxxxxxx*****x*x*x***xxxx*x*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
121.62
66.73
1.191
67.923
1.6
0.82
0.010
67.933
0.00
0.438
2.00
0.00
0.00
0
0.00
0.21
0.21197
.000121
0.00
0.160
0.00
121.83
66.78
1.145
67.922
1.6
0.86
0.011
67.933
0.00
0.438
2.00
0.00
0.00
0
0.00
0.20
0.21197
.000137
0.00
0.160
0.00
122.03
66.82
1.101
67.921
1.6
0.90
0.013
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.19
0.21197
.000155
0.00
0.160
0.00
122.22
66.86
1.060
67.920
1.6
0.95
0.014
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.18
0.21197
.000176
0.00
0.160
0.00
122.40
66.90
1.020
67.919
1.6
0.99
0.015
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.17
0.21197
.000199
0.00
0.160
0.00
122.57
66.93
0.983
67.917
1.6
1.04
0.017
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.16
0.21197
.000227
0.00
0.160
0.00
122.73
66.97
0.947
67.916
1.6
1.09
0.018
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.15
0.21197
.000258
0.00
0.160
0.00
122.88
67.00
0.913
67.914
1.6
1.15
0.020
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.15
0.21197
.000293
0.00
0.160
0.00
123.03
67.03
0.880
67.912
1.6
1.20
0.022
67.934
0.00
0.438
2.00
0.00
0.00
0
0.00
0.14
0.21197
.000334
0.00
0.160
0.00
123.17
67.06
0.849
67.910
1.6
1.26
0.025
67.935
0.00
0.438
2.00
0.00
0.00
0
0.00
0.02
0.21197
.000380
0.00
0.160
0.00
123.19
67.06
0.819
67.884
1.6
1.32
0.027
67.911
0.00
0.438
2.00
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
Li SEE:
WILLIAMSON
& SCHMID
P051,e
PAGE
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL A- 4B
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV OF PLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
123.19
67.06
0.192
67.257
1.6
10.39
1.676
68.933
0.00
0.438
2.00
0.00
0.00
0
0.00
0.29
0.21197
.127273
0.04
0.160
0.00
123.48
67.13
0.198
67.325
1.6
9.88
1.515
68.840
0.00
0.438
2.00
0.00
0.00
0
0.00
1.30
0.21197
.110829
0.14
0.160
0.00
124.78
67.40
0.205
67.607
1.6
9.41
1.375
68.982
0.00
0.438
2.00
0.00
0.00
0
0.00
1.03
0.21197
.096665
0.10
0.160
0.00
125.81
67.62
0.211
67.833
1.6
8.99
1.255
69.088
0.00
0.438
2.00
0.00
0.00
0
0.00
0.84
0.21197
.084232
0.07
0.160
0.00
126.65
67.80
0.218
68.018
1.6
8.56
1.137
69.155
0.00
0.438
2.00
0.00
0.00
0
0.00
0.70
0.21197
.073584
0.05
0.160
0.00
127.35
67.95
0.226
68.173
1.6
8.16
1.035
69.208
0.00
0.438
2.00
0.00
0.00
0
0.00
0.59
0.21197
.064251
0.04
0.160
0.00
127.94
68.07
0.233
68.305
1.6
7.80
0.946
69.251
0.00
0.438
2.00
0.00
0.00
0
0.00
0.50
0.21197
.056047
0.03
0.160
0.00
128.44
68.18
0.241
68.419
1.6
7.44
0.860
69.279
0.00
0.438
2.00
0.00
0.00
0
0.00
0.43
0.21197
.048934
0.02
0.160
0.00
128.87
68.27
0.249
68.518
1.6
7.08
0.778
69.296
0.00
0.438
2.00
0.00
0.00
0
0.00
0.37
0.21197
.042693
0.02
0.160
0.00
129.24
68.35
0.257
68.605
1.6
6.75
0.708
69.313
0.00
0.438
2.00
0.00
0.00
0
0.00
0.32
0.21197
.037269
0.01
0.160
0.00
129.56
68.42
0.266
68.681
1.6
6.45
0.646
69.327
0.00
0.438
2.00
0.00
0.00
0
0.00
0.27
0.21197
.032558
0.01
0.160
0.00
ISES.
L
WILLIAMSON
& SCHMID
FOSI.SY
PAGE
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL A-4B
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HQT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
129.83
68.47
0.275
68.749
1.6
6.15
0.588
69.337
0.00
0.438
2.00
0.00
0.00
0
0.00
0.24
0.21197
.028421
0.01
0.160
0.00
130.07
68.53
0.284
68.809
1.6
5.86
0.533
69.342
0.00
0.438
2.00
0.00
0.00
0
0.00
0.21
0.21197
.024792
0.01
0.160
0.00
130.28
68.57
0.293
68.863
1.6
5.59
0.486
69.349
0.00
0.438
2.00
0.00
0.00
0
0.00
0.18
0.21197
.021636
0.00
0.160
0.00
130.46
68.61
0.303
68.911
1.6
5.33
0.442
69.353
0.00
0.438
2.00
0.00
0.00
0
0.00
0.16
0.21197
.018894
0.00
0.160
0.00
130.62
68.64
0.313
68.954
1.6
5.08
0.401
69.355
0.00
0.438
2.00
0.00
0.00
0
0.00
0.13
0.21197
.016504
0.00
0.160
0.00
130.75
68.67
0.324
68.992
1.6
4.85
0.365
69.357
0.00
0.438
2.00
0.00
0.00
0
0.00
0.12
0.21197
.014408
0.00
0.160
0.00
130.87
68.69
0.334
69.027
1.6
4.61
0.330
69.357
0.00
0.438
2.00
0.00
0.00
0
0.00
0.09
0.21197
.012580
0.00
0.160
0.00
130.96
68.71
0.346
69.058
1.6
4.40
0.300
69.358
0.00
0.438
2.00
0.00
0.00
0
0.00
0.08
0.21197
.010991
0.00
0.160
0.00
131.04
68.73
0.357
69.086
1.6
4.20
0.274
69.360
0.00
0.438
2.00
0.00
0.00
0
0.00
0.06
0.21197
.009593
0.00
0.160
0.00
131.10
68.74
0.369
69.112
1.6
4.00
0.248
69.360
0.00
0.438
2.00
0.00
0.00
0
0.00
0.05
0.21197
.008384
0.00
0.160
0.00
131.15
68.75
0.382
69.135
1.6
3.82
0.226
69.361
0.00
0.438
2.00
0.00
0.00
0
0.00
0.04
0.21197
.007330
0.00
0.160
0.00
WILLIAMSON & SCHMID
POS -
PACE
5`
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARR - FONTANA
LATERAL A- 4B
HYDRAULIC ANALYSIS - 100 -YEAR
STATION INVERT DEPTH W.S.
Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTS
DIA
ID NO.
PIER
L/ELEM SO
SF AVE HF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
131.19 68.76 0.395 69.156
1.6 3.64
0.205 69.361
0.00
0.438
2.00
0.00
0.00
0
0.00
0.02 0.21197
.006403 0.00
0.160
0.00
131.21 68.77 0.408 69.174
1.6 3.47
0.187 69.361
0.00
0.438
2.00
0.00
0.00
0
0.00
0.02 0.21197
.005594 0.00
0.160
0.00
131.23 68.77 0.422 69.191
1.6 3.31
0.170 69.361
0.00
0.438
2.00
0.00
0.00
0
0.00
0.00 0.21197
.004870 0.00
0.160
0.00
131.23 68.77 0.438 69.208
1.6 3.14
0.153 69.361
0.00
0.438
2.00
0.00
0.00
0
0.00
R
R
SIERRA BUSINESS PARK - FONTANA
LATERAL A -4B
HYDRAULIC ANALYSIS - 100 -YEAR
102.83 I
C H X
103.13
103.43
103.73
104.03
104.32
104.62
104.92
105.22
105.52
105.82
106.12
106.42
106.72
107.02
107.31
107.61
107.91
108.21
108.51
108.81
109.11
109.41
109.71
110.00
110.30
110.60
110.90
111.20
111.50
111.80
112.10
112.40
112.70
112.99
113.29
113.59
113.89
114.19
114.49
114.79
115.09
115.39
115.68
115.98
116.28
116.58
116.88
117.18
117.48
117.78
118.08
I C X
R
R
N O T E S
1. GLOSSARY
I a INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
118.38
118.67
118.97
I C
X H
R
119.27
I C
X H
R
119.57
119.87
I C
X H
R
120.17
I C
X H
R
120.47
I C
X H
R
120.77
I C
X H
R
121.07
I C
X H
R
121.36
I C
X H
R
121.66
I C
X H
R
121.96
I C
X H
R
122.26
I C
X H
R
122.56
I C
X H
R
122.86
I C
X H
R
123.16
I C
X H
R
123.46
I C
X H
R
123.76
I C
X H
R
124.06
I C
X H
R
124.35
I C
X H
R
124.65
I C
X H
R
124.95
I C
X H
R
125.25
I W C
EH
R
125.55
I W C
E H
R
125.85
I W
C E H
R
126.15
I
W C E H
R
126.45
126.75
I W C E H
R
127.04
127.34
127.64
I W C E H
R
127.94
I W C E H
R
128.24
128.54
I W C E H
R
128.84
129.14
I W C E H
R
129.44
I W C E H
R
129.74
I W C E H
R
130.03
I WC E H
R
130.33
I W C E H
R
130.63
I WC E H
R
130.93
I WC E H
R
131.23
I WC E H
R
62.75
63.55 64.35 65.16 65.96 66.76 67.56 68.36 69.17 69.97
70.77
N O T E S
1. GLOSSARY
I a INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
4/ 1/2005
TIME: 13:21
POSiSP
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
Cb
96
4
8.00
L
\ P O 5 1 5 P PACS NO 3
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
WATER SURFACE PROFILE - TITLE CARD LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-5
HYDRAULIC ANALYSIS - 100 -YEAR
F 0 5
1 5, P�
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATIN
INVERT
SECT
W S ELEV
104.20
56.93
42
67.77
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
108.20
57.02
42
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
122.35
57.35
42
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
139.82
57.75
42
0.013
0.00
44.47
0.00
0
ELEMENT NO
5 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
146.10
57.90
42
0.013
0.00
0.00
0.00
0
ELE(4ENT NO
6 IS A SYSTEM EiEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
146.10
57.90
42
0.00
NO EDIT ERRORS ENCOJNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS
THAN OR EQUALS INVERT ELEVATION IN HDWKDIS,
W.S.ELEV = INV + DC
\~MaSEE:
WILLIAMSON
& SCBMID
POS1Sr
PACS
1
WATER
SURFACE PROFILE LISTIM
SIERRA BUSINESS
PARK - FONTANA
LATERAL A-5
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W. S.
Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
rrx+rr+++xr+++xrrxrr++r+r++rxx++rrxrr+++rx+rxrxr+txx+rrr+xrrrxrrrrrr+xrrxrrx+x+xrrrrrr+r++xrrrrrr+r+xrrrr+xrr++xtrxr+xrrrr+rrrxt+r+
104.20
56.93
10.840 67.770
1.8 0.19
0.001 67.771
0.00
0.399
3.50
0.00
0.00
0
0.00
4.00
0.02250
.000003 0.00
0.270
0.00
108.20
57.02
10.750 67.770
1.8 0.19
0.001 67.771
0.00
0.399
3.50
0.00
0.00
0
0.00
14.15
0.02332
.000003 0.00
0.260
0.00
122.35
57.35
10.420 67.770
1.8 0.19
0.001 67.771
0.00
0.399
3.50
0.00
0.00
0
0.00
17.47
0.02290
.000003 0.00
0.270
0.00
139.82
57.75
10.020 67.770
1.8 0.19
0.001 67.771
0.00
0.399
3.50
0.00
0.00
0
0.00
6.28
0.02388
.000003 0.00
0.260
0.00
146.10
57.90
9.870 67.770
1.8 0.19
0.001 67.771
0.00
0.399
3.50
0.00
0.00
0
0.00
104.20 I C
105.06
105.91
106.77
107.62
108.48 .I C'
109.33
110.19
111.04
111.90
112.75
113.61
114.46
115.32
116.17
117.03
117.88
118.74
119.59
120.45
121.30
122.16
123.01 I C
123.87
124.72
125.58
126.43
127.29
128.14
129.00
129.85
130.71
131.56
132.42
133.27
134.13
134.98
135.84
136.69
137.55
138.40
139.26
SIERRA BUSINESS PARI{ - PCNTANA
LATERAL A-5
HYDRAULIC ANALYSIS - 100 -YEAR
H
140.11 I C
140.97
141.82
142.68
143.53
144.39
145.24
146.10 I C
H
H
H
WE. R
WE. R
WE. R
l
56.93 58.01 59.10 60.18 61.27
N O T E S
1. GLOSSARY
I - INVERT ELEVATIO2N
C = CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B = BRIDGE ELTTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
63.43 64.52 65.60 66.69 67.77
1;t.2E: 4/ 1/2005
TIME: 13:12
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CEN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5\P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION
INVERT
SECT
W S ELEV
103.46
57.76
30
68.39
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
106.46
57.80
30 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
120.93
57.98
30 0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
148.59
65.95
30 0.013
0.00
0.00
0.00
0
Fr. tumir NO
5 IS A JUNCTION
U/S DATA STATION
INVERT
SECT LAT-1 LAT-2 N
Q3 04 INVERT-3 INVERT-4
PHI 3
PHI 4
152.92
66.00
30 18 0 0.013
4.1 0.0 67.00
0.00
90.00
0.00
ELEMENT NO
6 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
167.41
67.08
30 0.013
0.00
0.00
58.29
0
ELEMENT NO
7 IS A SYSTEM HEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
167.41
67.08
30
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS
INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
SIERRA BUSINESS PARK - FONTANA
LATERAL A-6
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
SEE:
WILLIAMSON
& SCHMID
F0�
PAGE
1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FCNTANA
LATERAL A-6
HYDRAULIC ANALYSIS - 100
-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
++xxxxxxxxxx++++++xxr+xr+rr++++++xx+++++x+++x++++rrxrr+xr+rrrr+rxrxrx+++r+rr+xrrtx+rxrrrrrrtrx++xxrt+xxxxxxxrrtrrrrrr+xrrrrrrrrrrrx
103.46
57.76
10.630
68.390
13.2
2.69
0.112
68.502
0.00
1.222
2.50
0.00
0.00
0
0.00
3.00
0.01333
.001036
0.00
0.901
0.00
106.46
57.80
10.593
68.393
13.2
2.69
0.112
68.505
0.00
1.222
2.50
0.00
0.00
0
0.00
14.47
0.01244
.001036
0.01
0.920
0.00
120.93
57.98
10.428
68.408
13.2
2.69
0.112
68.520
0.00
1.222
2.50
0.00
0.00
0
0.00
27.61
0.28814
.001027
0.03
0.411
0.00
148.54
65.94
2.500
68.437
13.2
2.69
0.112
68.549
0.00
1.222
2.50
0.00
0.00
0
0.00
0.05
0.28814
.000995
0.00
0.411
0.00
148.59
65.95
2.486
68.436
13.2
2.69
0.112
68.548
0.00
1.222
2.50
0.00
0.00
0
0.00
JUNCT STR
0.01155
.000732
0.00
0.00
152.92
66.00
2.557
68.557
9.1
1.85
0.053
68.610
0.00
1.006
2.50
0.00
0.00
0
0.00
0.91
0.07453
.000488
0.00
0.480
0.00
153.83
66.07
2.500
68.568
9.1
1.85
0.053
68.621
0.00
1.006
2.50
0.00
0.00
0
0.00
3.04
0.07453
.000458
0.00
0.480
0.00
156.87
66.29
2.266
68.562
9.1
1.94
0.059
68.621
0.00
1.006
2.50
0.00
0.00
0
0.00
1.74
0.07453
.000446
0.00
0.480
0.00
158.61
66.42
2.133
68.557
9.1
2.04
0.065
68.622
0.00
1.006
2.50
0.00.
0.00
0
0.00
1.42
0.07453
.000482
0.00
0.480
0.00
160.03
66.53
2.022
68.552
9.1
2.14
0.071
68.623
0.00
1.006
2.50
0.00
0.00
0
0.00
1.21
0.07453
.000530
0.00
0.480
0.00
161.24
66.62
1.925
68.545
9.1
2.24
0.078
68.623
0.00
1.006
2.50
0.00
0.00
0
0.00
1.08
0.07453
.000589
0.00
0.480
0.00
4SEE:
WILLIAMSC3t
& SCHHIID
POS
PAGE
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - PCWANA
LATERAL A-6
HYDRAULIC ANALYSIS - 100
-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
162.32
66.70
1.837
68.538
9.1
2.35
0.086 68.624
0.00
1.006
2.50
0.00
0.00
0
0.00
0.97
0.07453
.000657 0.00
0.480
0.00
163.29
66.77
1.757
68.530
9.1
2.47
0.095 68.625
0.00
1.006
2.50
0.00
0.00
0
0.00
0.88
0.07453
.000736 0.00
0.480
0.00
164.17
66.84
1.683
68.521
9.1
2.59
0.104 68.625
0.00
1.006
2.50
0.00
0.00
0
0.00
0.79
0.07453
.000828 0.00
0.480
0.00
164.96
66.90
1.614
68.511
9.1
2.71
0.114 68.625
0.00
1.006
2.50
0.00
0.00
0
0.00
0.73
0.07453
.000932 0.00
0.480
0.00
165.69
66.95
1.549
68.501
9.1
2.85
0.126 68.627
0.00
1.006
2.50
0.00
0.00
0
0.00
0.66
0.07453
.001051 0.00
0.480
0.00
166.35
67.00
1.488
68.489
9.1
2.99
0.138 68.627
0.00
1.006
2.50
0.00
0.00
0
0.00
0.59
0.07453
.001189 0.00
0.480
0.00
166.94
67.05
1.431
68.476
9.1
3.13
0.152 68.628
0.00
1.006
2.50
0.00
0.00
0
0.00
0.47
0.07453
.001335 0.00
0.480
0.00
167.41
67.08
1.383
68.463
9.1
3.27
0.166 68.629
0.00
1.006
2.50
0.00
0.00
0
0.00
103.46 I
104.77
106.07
107.38 I
108.68
109.99
111.29
112.60
113.90
115.21
116.51
117.82
119.12
120.43
121.73 I
123.04
124.34
125.65
126.95
128.26
129.56
130.87
132.17
133.48
134.78
136.09
137.39
138.70
140.00
141.31
142.61
143.92
145.22
146.53
147.83
149.14
150.44
151.75
153.05
154.36
155.66
156.97
158.27
159.58
160.88
162.19
163.49
164.80
166.10
167.41
SIERRA BUSINESS PARK - PcNTAN
LATERAL A-6
HYDRAULIC ANALYSIS - 100 -YEAR
C H
C H
C H
WE R
WE R
WE R
I
C
XE
R
I
C
XE
JX
I
C
HX
R
I
C
X
R
I C
X H
R
I C
X H
R
I C
X H
R
I C
X H
R
I C
X H
R
I C
X H
R
I C
X H
R
I C
WE H
R
HE
S7.76 58.94 60.12
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H - HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B : BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIMS FOR POINTS AT A JUMP MAY NOT
61.31 62.496'.07 64.85 66.03 67.22 68.40 69.58
BE PLOTTED EXACTLY
4/ 1/2005
TIME: 13:17
F0515P
WATER SURFACE PROFILE - CHA UM DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
T) F 0 5 1 5 P PACS NO 3
HEADING LINE NO I IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
WATER SURFACE PROFILE - TITLE CARD LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-7
HYDRAULIC ANALYSIS - 100 -YEAR
,
PAGE NO
2
WATER SURFACE PROFILE
- ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION INVERT
SECT
W S ELEV
102.89 59.87
30
71.14
ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
106.96 61.09
30 0.014
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
140.11 70.80
30 0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A SYSTEM HEADWORKS
UIS DATA STATION INVERT
SECT
W S ELEV
140.11 70.80
30
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
aSEE:
WILLIAMSON
& SCHMID
F0519'1�
PAGE
10
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK -
FONTANA
LATERAL A-7
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
102.89
59.87
11.270
71.140
3.1
0.63
0.006 71.146
0.00
0.577
2.50
0.00
0.00
0
0.00
4.07
0.29975
.000066 0.00
0.210
0.00
106.96
61.09
10.050
71.140
3.1
0.63
0.006 71.146
0.00
0.577
2.50
0.00
0.00
0
0.00
25.78
0.29291
.000057 0.00
0.200
0.00
132.74
68.64
2.500
71.142
3.1
0.63
0.006 71.148
0.00
0.577
2.50
0.00
0.00
0
0.00
0.79
0.29291
.000053 0.00
0.200
0.00
133.53
68.87
2.268
71.140
3.1
0.66
0.007 71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.46
0.29291
.000052 0.00
0.200
0.00
133.99
69.01
2.133
71.139
3.1
0.69
0.007 71.146
0.00
0.577
2.50
0.00
0.00
0
0.00
0.37
0.29291
.000056 0.00
0.200
0.00
134.36
69.12
2.022
71.139
3.1
0.73
0.008 71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.33
0.29291
.000062 0.00
0.200
0.00
134.69
69.21
1.925
71.138
3.1
0.76
0.009 71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.30
0.29291
.000068 0.00
0.200
0.00
134.99
69.30
1.837
71.137
3.1
0.80
0.010 71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.27
0.29291
.000077 0.00
0.200
0.00
135.26
69.38
1.757
71.136
3.1
0.84
0.011 71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.25
0.29291
.000086 0.00
0.200
0.00
135.51
69.45
1.683
71.135
3.1
0.88
0.012 71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.23
0.29291
.000096 0.00
0.200
0.00
135.74
69.52
1.614
71.134
3.1
0.92
0.013 71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.22
0.29291
.000109 0.00
0.200
0.00
L-ENSEE:
WILLIAMSON Cc SCHMID
FO lbs
PAGE 2
WATER SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK -
FONTANA
LATERAL A-7
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
135.96
69.58
1.549
71.132
3.1
0.97
0.015
71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.20
0.29291
.000122
0.00
0.200
0.00
136.16
69.64
1.488
71.131
3.1
1.02
0.016
71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.19
0.29291
.000137
0.00
0.200
0.00
136.35
69.70
1.431
71.129
3.1
1.07
0.018
71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.18
0.29291
.000156
0.00
0.200
0.00
136.53
69.75
1.376
71.128
3.1
1.12
0.019
71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.17
0.29291
.000177
0.00
0.200
0.00
136.70
69.80
1.325
71.126
3.1
1.17
0.021
71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.16
0.29291
.000200
0.00
0.200
0.00
136.86
69.85
1.275
71.124
3.1
1.23
0.024
71.148
0.00
0.577
2.50
0.00
0.00
0
0.00
0.15
0.29291
.000227
0.00
0.200
0.00
137.01
69.89
1.228
71.121
3.1
1.29
0.026
71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.15
0.29291
.000258
0.00
0.200
0.00
137.16
69.94
1.184
71.119
3.1
1.35
0.028
71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.13
0.29291
.000294
0.00
0.200
0.00
137.29
69.97
1.141
71.116
3.1
1.42
0.031
71.147
0.00
0.577
2.50.
0.00
0.00
0
0.00
0.13
0.29291
.000334
0.00
0.200
0.00
137.42
70.01
1.100
71.113
3.1
1.49
0.034
71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.12
0.29291
.000380
0.00
0.200
0.00
137.54
70.05
1.061
71.110
3.1
1.56
0.038
71.148
0.00
0.577
2.50
0.00
0.00
0
0.00
0.12
0.29291
.000433
0.00
0.200
0.00
j. -SEE:
WILLIAMSON & SCHMID
F051�r
PAGE 3
WATER SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL A-7
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
¢
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
137.66
70.08
1.024
71.106
3.1
1.64
0.042
71.148
0.00
0.577
2.50
0.00
0.00
0
0.00
0.11
0.29291
.000494
0.00
0.200
0.00
137.77
70.11
0.988
71.102
3.1
1.72
0.046
71.148
0.00
0.577
2.50
0.00
0.00
0
0.00
0.10
0.29291
.000563
0.00
0.200
0.00
137.87
70.14
0.953
71.097
3.1
1.80
0.050
71.147
0.00
0.577
2.50
0.00
0.00
0
0.00
0.04
0.29291
.000642
0.00
0.200
0.00
137.91
70.16
0.920
71.075
3.1
1.89
0.056
71.131
0.00
0.577
2.50
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
137.91
70.16
0.317
70.472
3.1
8.56
1.139
71.611
0.00
0.577
2.50
0.00
0.00
0
0.00
0.04
0.29291
.045274
0.00
0.200
0.00
137.95
70.17
0.328
70.496
3.1
8.16
1.033
71.529
0.00
0.577
2.50
0.00
0.00
0
0.00
0.33
0.29291
.039352
0.01
0.200
0.00
'138.28
70.26
0.339
70.602
3.1
7.77
0.937
71.539
0.00
0.577
2.50
0.00
0.00
0
0.00
0.29
0.29291
.034345
0.01
0.200
0.00
138.57
70.35
0.350
70.698
3.1
7.42
0.854
71.552
0.00
0.577
2.50
0.00
0.00
0
0.00
0.24
0.29291
.029982
0.01
0.200
0.00
138.81
70.42
0.362
70.783
3.1
7.06
0.774
71.557
0.00
0.577
2.50
0.00
0.00
0
0.00
0.22
0.29291
.026181
0,01
0.200
0.00
139.03
70.48
0.374
70.859
3.1
6.74
0.705
71.564
0.00
0.577
2.50
0.00
0.00
0
0.00
0.20
0.29291
.022847
0.00
0.200
0.00
139.23
70.54
0.386
70.927
3.1
6.42
0.640
71.567
0.00
0.577
2.50
0.00
0.00
0
0.00
0.16
0.29291
.019940
0.00
0.200
0.00
c-
�
tSEE:
WILLIAMSON
& SCHMID
FO51-
PAGE
4'
WATER
SURFACE PROFILE LISTIING
SIERRA BUSINESS
PARK -
FONTANA
LATERAL A-7
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW
ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTS
ZR
139.39
70.59
0.399
70.989
3.1
6.13
0.583 71.572
0.00
0.577
2.50
0.00
0.00
0
0.00
0.15
0.29291
.017409 0.00
0.200
0.00
139.54
70.63
0.412
71.044
3.1
5.84
0.529 71.573
0.00
0.577
2.50
0.00
0.00
0
0.00
0.12
0.29291
.015200 0.00
0.200
0.00
139.66
70.67
0.426
71.094
3.1
5.57
0.481 71.575
0.00
0.577
2.50
0.00
0.00
0
0.00
0.10
0.29291
.013284 0.00
0.200
0.00
139.76
70.70
0.441
71.139
3.1
5.31
0.438 71.577
0.00
0.577
2.50
0.00
0.00
0
0.00
0.09
0.29291
.011610 0.00
0.200
0.00
139.85
70.72
0.456
71.180
3.1
5.07
0.398 71.578
0.00
0.577
2.50
0.00
0.00
0
0.00
0.08
0.29291
.010141 0.00
0.200
0.00
139.93
70.75
0.471
71.217
3.1
4.83
0.362 71.579
0.00
0.577
2.50
0.00
0.00
0
0.00
0.06
0.29291
.008857 0.00
0.200
0.00
139.99
70.76
0.487
71.250
3.1
4.60
0.328 71.578
0.00
0.577
2.50
0.00
0.00
0
0.00
0.04
0.29291
.007737 0.00
0.200
0.00
140.03
70.78
0.503
71.281
3.1
4.38
0.299 71.580
0.00
0.577
2.50
0.00
0.00
0
0.00
0.04
0.29291
.006757 0.00
0.200
0.00
140.07
70.79
0.520
71.308
3.1
4.18
0.272 71.580
0.00
0.577
2.50
0.00
0.00
0
0.00
0.02
0.29291
.005907 0.00
0.200
0.00
140.09
70.80
0.538
71.333
3.1
3.99
0.247 71.580
0.00
0.577
2.50
0.00
0.00
0
0.00
0.02
0.29291
.005163 0.00
0.200
0.00
140.11
70.80
0.556
71.355
3.1
3.80
0.225 71.580
0.00
0.577
2.50
0.00
0.00
0
0.00
0.00
0.29291
.004500 0.00
0.200
0.00
1ENSEE: WILLIAMSON
& SCHMID
PAGE 5
91AiATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-7
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT DEPTH W.S. Q VEL
VEL ENERGY SUPER
CRITICAL HGT/
BASE/
ZL NO AVBPR
ELEV OF FLOW ELEV
HEAD GRD.EL. ELEV
DEPTH DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
140.11
70.80 0.577 71.377 3.1 3.62
0.203 71.580 0.00
0.577 2.50
0.00
0.00 0 0.00
SIERRA BUSINESS PARR - FONTANA
LATERAL A-7
HYDRAULIC ANALYSIS - 100 -YEAR
102.89 .I C H
103.31
103.73
104.14
104.56
104.98
105.40
105.82
106.24
106.65
107.07 I C
107.49
107.91
108.33
108.74
109.16
109.58
110.00
110.42
110.84
111.25
111.67
112.09
112.51
112.93
113.35
113.76
114.18
114.60
115.02
115.44
115.85
116.27
116.69
117.11
117.53
117.95
118.36
118.78
119.20
119.62
120.04
120.45
120.87
121.29
121.71
122.13
122.55
122.96
123.38
123.80
124.22
H
X
X
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
M,
124 .64
125.05
125.47
125.89
126.31
126.73
127.15
127.56
127.98
128.40
128.82
129.24
129.65
130.07
130.49
130.91
131.33
131.75
132.16
132.58
133.00
I C
X
133.42
133.84
I C
X H
134.26
I C
X H
134.67
I C
X
H
135.09
I C
X
H
135.51
I C
X
H
135.93
I C
X
H
136.35
I C
X
H
136.76
I C
X
H
137.18
I C
X
H
137.60
I C
X
H
138.02
I C
X
H
138.44
I C
X
H
138.86
I C
X
H
139.27
I C
X
H
139.69
I C
X
H
140.11
I C
X
H
59.87 61.21 62.56 63.90 65.24
66.58
67.93 69.27
70.61
71.96 73.30
N 0 T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
M,
4/ 1/2005]
TIME: 13:25
FOS15P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
F 0 5 1 5 P� PACE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-8
HYDRAULIC ANALYSIS - 100 -YEAR
8
F O 5 1 5
PAGE NO
2
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION
INVERT
SECT
W S ELEV
103.96
63.17
36
71.93
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANC PT
MAN H
108.46
63.34
36 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
118.53
63.71
36 0.013
0.00
0.00
0.00
0
ELE24ENf NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
136.41
64.37
36 0.013
0.00
45.53
0.00
0
ELEMENT NO
5 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
168.55
65.55
36 0.013
0.00
0.00
0.00
0
ETT NO
6 IS A SYSTEM HEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
168.55
65.55
36
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVELTT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
1
SEE:
WILLIAMSON
& SCHMID
Fos,
PALM
1`
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-8
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S.
Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
103.96
63.17
8.760 71.930
21.7 3.07
0.146 72.076
0.00
1.498
3.00
0.00
0.00
0
0:00
4.50
0.03778
.001058 0.00
0.830
0.00
108.46
63.34
6.595 71.935
21.7 3.07
0.146 72.081
0.00
1.498
3.00
0.00
0.00
0
0.00
10.07
0.03674
.001058 0.01
0.835
0.00
118.53
63.71
8.235 71.945
21.7 3.07
0.146 72.091
0.00
1.498
3.00
0.00
0.00
0
0.00
17.88
0.03691
.001058 0.02
0.834
0.00
136.41
64.37
7.615 71.985
21.7 3.07
0.146 72.131
0.00
1.498
3.00
0.00
0.00
0
0.00
32.14
0.03671
.001058 0.03
0.835
0.00
168.55
65.55
6.469 72.019
21.7 3.07
0.146 72.165
0.00
1.498
3.00
0.00
0.00
0
0.00
SIERRA BUSINESS PARK - FONTANA
LATERAL A-8
HYDRAULIC ANALYSIS - 100 -YEAR
103.96
I C H
W E
R
105.28
106.60
107.91
109.23
I C H
W E
R
110.55
111.87
113.19
114.51
115.82
117.14
118.46
119.78
I C H
W E
R
121.10
122.41
123.73
125.05
126.37
127.69
129.01
130.32
131.64
132.96
134.28
135.60
136.91
I C
H
W E
R
138.23
139.55
140.87
142.19
143.50
144.82
146.14
147.46
148.78
150.10
151.41
152.73
154.05
155.37
156.69
158.00
159.32
160.64
161.96
163.28
164.60
165.91
167.23
168.55
I
C H
W E.
R
63.17 64.07 64.97 65.87 66.77
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H - HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X . CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
68.57 69.47 70.37 71.27 72.17
\ ,
4/ 1/2005
TIME: 13:29
F0515P
WATER SURFACE PROFILE - CHAQ= DEFINITION LISTING PAGE 1
CARD
SECT
CRN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
17ADING LINE NO 3 IS -
l
F O 5 1 5 PPAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-9
HYDRAULIC ANALYSIS - 100 -YEAR
F 5
O 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION INVERT SECT
W S ELEV
104.39 63.41 30
71.93
ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT N
RADISH ANGLE
ANG PT
MAN H
108.89 64.26 30 0.013
0.00 0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION INVERT SECT N
RADIUS ANGLE
ANG PT
MAN H
177.85 77.24 30 0.013
0.00 0.00
0.00
0
ELEMENT NO
4 IS A SYSTEM HEADWORKS
UIS DATA STATION INVERT SECT
W S ELEV
177.85 77.24 30
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATERER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
�r.
SES.
WILLIAMSON
& SCHMID
POSlSr
PAGE
1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARR - FONTANA
LATERAL A- 9
EYDRAULIC ANALYSIS - 100
-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE EF
NORM DEPTH
ZR
trrt++r+++++r++t+r++r++r++++++x++++r+x+xrrr+rr++r++r+++r++xr+rr+r++r+r+++rrrr+++rr+r+rr++r+rt+t+x++rxr+xr++r+r+xx++r+++++x++++x+txr
104.39
63.41
8.520
71.930
2.4
0.49
0.004 71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
4.50
0.18889
.000034 0.00
0.200
0.00
108.89
64.26
7.670
71.930
2.4
0.49
0.004 71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
27.47
0.18823
.000034 0.00
0.200
0.00
136.36
69.43
2.500
71.931
2.4
0.49
0.004 71.935
0.00
0.506
2.50
0.00
0.00
0
0.00
1.23
0.18823
.000032 0.00
0.200
0.00
137.59
69.66
2.268
71.930
2.4
0.51
0.004 71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.71
0.18823
.000031 0.00
0.200
0.00
138.30
69.80
2.133
71.929
2.4
0.54
0.004 71.933
0.00
0.506
2.50
0.00
0.00
0
0.00
0.59
0.18823
.000034 0.00
0.200
0.00
138.89
69.91
2.022
71.929
2.4
0.56
0.005 71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.51
0.18823
.000037 0.00
0.200
0.00
139.40
70.00
1.925
71.928
2.4
0.59
0.005 71.933
0.00
0.506
2.50
0.00
0.00
0
0.00
0.47
0.18823
.000041 0.00
0.200
0.00
139.87
70.09
1.837
71.928
2.4
0.62
0.006 71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.42
0.18823
.000046 0.00
0.200
0.00
140.29.
70.17
1.757
71.927
2.4
0.65
0.007 .71.934
0.00
0.506
2.50
0.00
0.00
0.
0.00
0.39
0.18823
.000051 0.00
0.200
0.00
140.68
70.24
1.683
71.927
2.4
0.68
0.007 71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.36
0.18823
.000058 0.00
0.200
0.00
141.04
70.31
1.614
71.926
2.4
0.72
0.008 71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.34
0.18823
.000065 0.00
0.200
0.00
'famm
:
WILLIAMSON
& SCHMID
F0513.
PAGE
2'
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARR - FONTANA
LATERAL A-9
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD. EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
141.38
70.38
1.549
71.925
2.4
0.75
0.009
71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.32
0.18823
.000073
0.00
0.200
0.00
141.70
70.44
1.488
71.924
2.4
0.79
0.010
71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.30
0.18823
.000083
0.00
0.200
0.00
142.00
70.49
1.431
71.923
2.4
0.83
0.011
71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.29
0.18823
.000093
0.00
0.200
0.00
142.29
70.55
1.376
71.922
2.4
-0.87
0.012
71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.26
0.18823
.000106
0.00
0.200
0.00
142.55
70.60
1.325
71.921
2.4
0.91
0.013
71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.26
0.18823
.000121
0.00
0.200
0.00
142.81
70.64
1.275
71.920
2.4
0.95
0.014
71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.24
0.18823
.000137
0.00
0.200
0.00
143.05
70.69
1.228
71.919
2.4
1.00
0.016
71.935
0.00
0.506
2.50
0.00
0.00
0
0.00
0.23
0.18823
.000155
0.00
0.200
0.00
143.28
70.73
1.184
71.917
2.4
1.05
0.017
71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.22
0.18823
.000176
0.00
0.200
0.00
143.50
70.77
1.141
71.915
2.4
1.10
0.019
71.934
0.00
0.506
2.50
0.00
0.00
0
0.00
0.21
0.18823
.000200
0.00
0.200
0.00
143.71
70.81
1.100
71.914
2.4
1.15
0.021
71.935
0.00
0.506
2.50
0.00
0.00
0
0.00
0.19
0.18823
.000228
0.00
0.200
0.00
143.90
70.85
1.061
71.912
2.4
1.21
0.023
71.935
0.00
0.506
2.50
0.00
0.00
0
0.00
0.06
0.18823
.000260
0.00
0.200
0.00
1
SEE:
WILLIAMSON
& SCHMID
FOpl-
PAGE
3'
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL A-9
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W. S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOAT
ELEV
HEAD GRD.EL.
ELEV
DEPTE
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
143.96
70.86
1.024
71.887
2.4
1.27
0.025 71.912
0.00
0.506
2.50
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
143.96
70.86
0.201
71.064
2.4
12.97
2.613 73.677
0.00
0.506
2.50
0.00
0.00
0
0.00
10.74
0.18823
.182558 1.96
0.200
0.00
154.70
72.88
0.208
73.090
2.4
12.24
2.328 75.418
0.00
0.506
2.50
0.00
0.00
0
0.00
6.64
0.18823
.157354 1.04
0.200
0.00
161.34
74.13
0.215
74.348
2.4
11.71
2.128 76.476
0.00
0.506
2.50
0.00
0.00
0
0.00
3.65
0.18823
.137283 0.50
0.200
0.00
164.99
74.82
0.222
75.041
2.4
11.16
1.935 76.976
0.00
0.506
2.50
0.00
0.00
0
0.00
2.45
0.18823
.119690 0.29
0.200
0.00
167.44
75.28
0.229
75.510
2.4
10.62
1.751 77.261
0.00
0.506
2.50
0.00
0.00
0
0.00
1.81
0.18823
.104425 0.19
0.200
0.00
169.25
75.62
0.237
75.858
2.4
10.13
1.592 77.450
0.00
0.506
2.50
0.00
0.00
0
0.00
1.41
0.18823
.091187 0.13
0.200
0.00
170.66
75.89
0.245
76.132
2.4
9.68
1.454 77.586
0.00
0.506
2.50
0.00
0.00
0
0.00
1.14
0.18823
.079569 0.09
0.200
0.00
171.80
76.10
0.253
76.354
2.4
9.20
1.313 77.667
0.00
0.506
2.50
0.00
0.00
0
0.00
0.94
0.18823
.069383 0.07
0.200
0.00
172.74
76.28
0.261
76.539
2.4
8.79
1.200 77.739
0.00
0.506
2.50
0.00
0.00
0
0.00
0.78
0.18823
.060535 0.05
0.200
0.00
173.52
76.42
0.270
76.695
2.4
8.36
1.086 77.781
0.00
0.506
2.50
0.00
0.00
0
0.00
0.67
0.18823
.052851 0.04
0.200
0.00
I
f)
SEE:
WILLIAMSON
& SCM41D
FOS
PAGE
4
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL A-9
HYDRAULIC ANALYSIS - 100
-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
EF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
174.19
76.55
0.279
76.829
2.4
7.97
0.987
77.816
0.00
0.506
2.50
0.00
0.00
0
0.00
0.57
0.18823
.046110
0.03
0.200
0.00
174.76
76.66
0.288
76.945
2.4
7.62
0.901
77.846
0.00
0.506
2.50
0.00
0.00
0
0.00
0.48
0.18823
.040246
0.02
0.200
0.00
175.24
76.75
0.298
77.047
2.4
7.25
0.816
77.863
0.00
0.506
2.50
0.00
0.00
0
0.00
0.42
0.18823
.035146
0.01
0.200
0.00
175.66
76.83
0.308
77.136
2.4
6.92
0.743
77.879
0.00
0.506
2.50
0.00
0.00
0
0.00
0.37
0.18823
.030671
0.01
0.200
0.00
176.03
76.90
0.318
77.215
2.4
6.59
0.675
77.890
0.00
0.506
2.50
0.00
0.00
0
0.00
0.31
0.18823
.026748
0.01
0.200
0.00
176.34
76.96
0.328
77.285
2.4
6.28
0.613
77.898
0.00
0.506
2.50
0.00
0.00
0
0.00
0.28
0.18823
.023334
0.01
0.200
0.00
176.62
77.01
0.339
77.347
2.4
6.00
0.559
77.906
0.00
0.506
2.50
0.00
0.00
0
0.00
0.23
0.18823
.020383
0.00
0.200
0.00
176.85
77.05
0.351
77.402
2.4
5.71
0.507
77.909
0.00
0.506
2.50
0.00
0.00
0
0.00
0.20
0.18823
.017796
0.00
0.200
0.00
177.05
77.09
0.362
77.452
2.4
5.45
0.462
77.914
0.00
0.506
2.50
0.00
0.00
0
0.00
0.18
0.18823
.015524
0.00
0.200
0.00
177.23
77.12
0.374
77.497
2.4
5.19
0.419
77.916
0.00
0.506
2.50
0.00
0.00
0
0.00
0.14
0.18823
.013558
0.00
0.200
0.00
177.37
77.15
0.387
77.537
2.4
4.96
0.382
77.919
0.00
0.506
2.50
0.00
0.00
0
0.00
0.12
0.18823
.011845
0.00
0.200
0.00
L, -INSEE:
WILLIAMSON
& SCHMID
FOS15r
pp,(E
5`
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL A-9
HYDRAULIC ANALYSIS - 100
-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD (ARD. EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
x+xxxx+++++++++++++x++x++++++xxxxx+x++++xx+x++xxxxxx+x++x+xxxxx++xxxxxxxxx++txx++++++xxxx++++x++x+x+xxxxxx+xxxxxxx++xxxxtx+xxxx+xxx
177.49
77.17
0.400
77.573
2.4
4.72
0.347 77.920
0.00
0.506
2.50
0.00
0.00
0
0.00
0.11
0.18823
.010340 0.00
0.200
0.00
177.60
77.19
0.413
77.606
2.4
4.50
0.315 77.921
0.00
0.506
2.50
0.00
0.00
0
0.00
0.08
0.18823
.009028 0.00
0.200
0.00
177.68
77.21
0.427
77.635
2.4
4.29
0.286 77.921
0.00
0.506
2.50
0.00
0.00
0
0.00
0.06
0.18823
.007889 0.00
0.200
0.00
177.74
77.22
0.442
77.662
2.4
4.10
0.260 77.922
0.00
0.506
2.50
0.00
0.00
0
0.00
0.05
0.18823
.006895 0.00
0.200
0.00
177.79
77.23
0.457
77.686
2.4
3.91
0.237 77.923
0.00
0.506
2.50
0.00
0.00
0
0.00
0.04
0.18823
.006022 0.00
0.200
0.00
177.83
77_23
0.472
77.707
2.4
'3.73
0.216 77.923
0.00
0.506
2.50
0.00
0.00
0
0.00
0.02
0.18823
.005260 0.00
0.200
0.00
177.85
77.24
0.488
77.727
2.4
3.55
0.196 77.923
0.00
0.506
2.50
0.00
0.00
0
0.00
0.00
0.18823
.004580 0.00
0.200
0.00
177.85
77.24
0.506
77.746
2.4
3.38
0.177 77.923
0.00
0.506
2.50
0.00
0.00
0
0.00
R
R
R
R
R
R
R
R
SIERRA NOSINESS PARK - FONTAM
LATERAL A-9
HYDRAULIC ANALYSIS - 100 -YEAR
104.39
I C H
X
105.10
105.82
106.53
107.24
107.96
108.67
109.38
I C H
X
110.10
110.81
111.52
112.24
112.95
113.66
114.37
115.09
115.80
116.51
117.23
117.94
118.65
119.37
120.08
120.79
121.51
122.22
122.93
123.65
124.36
125.07
125.79
126.50
127.21
127.93
128.64
129.35
130.07
130 .78
131.49
132.20
132.92
133.63
134.34
135.06
135.77
136.48
I C
X
137.20
137.91
I C
XH
138.62
I C
X H
139.34
I C
X H
140.05
I C
X H
140.76
I C
X H
R
R
R
R
R
R
R
R
141.48
142.19
142.90
143.62
144.33
145.04
145.76
146.47
147.18
147.90
148.61
149.32
150.04
150.75
151.46
152.17
152.89
153.60
154.31
155.03
155.74
156.45
157.17
157.88
158.59
159.31
160.02
160.73
161.45
162.16
162.87
163.59
164.30
165.01
165.73
166.44
167.15
167.87
168.58
169.29
170.00
170.72
171.43
172.14
172.86
173.57
174.28
175.00
175.71
176.42
177.14
177.85
N O T E S
1. GLOSSARY
I C ., H
I C X H
I C X H
I C X H
I C X H
I C X H
I C X H
I C X H
I C X H
I C X H
I C X H
I C X H
I C X H
I C X H
I C WE H
IW C H E
I W C
X
IW C X
I WC E H
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
I WC E H R
I WC E H R
IN C E H R
I WC E H R
I WC E H R
I WC E H R
I WC E H R
IN C E H R
I WC E H R
I WC E H R
I WC E H R
I W C E H R
63.41 65.04 66.68 68.31 69.94 71.58 73.21 74.84 76.47 78.11 79.74
fl
I = INVERT ELEVATION
C = CRITICAL DEPTH
W WATER SURFACE ELEVATION
H a HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B BRIDGE ENTRANCE OR EXIT
Y WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
4/ 1/2005
TIME:
13:46
FOS15P
WATER SURFACE PROFILE
- CHANNEL DEFINITION LISTING
PAGE 1
CARD
SECT CHN
NO OF AVE PIER HEIGHT 1 BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4)
Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18 4
1.50
CD
24 4
2.00
CD
30 4
2.50
CD
36 4
3.00
CD
42 4
3.50
CD
48 4
4.00
CD
54 4
4.50
CD
60 4
5.00
CD
66 4
5.50
CD
72 4
6.00
CD
78 4
6.50
CD
84 4
7.00
CD
90 4
7.50
CD
96 4
8.00
F 0 5 1 5
➢PATER SURFACE PROFILE - TITLE CARD LISTING
HEADIM LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
SIERRA BUSINESS PARK - FCNTANA
LATERAL A-10
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION INVERT SECT
W S ELEV
103.46 56.48 30
64.56
ELEMENT NO
2 IS A REACH
U/S DATA STATIM INVERT SECT N
RADIUS ANGLE ANG PT
MAN H
144.11 61.75 30 0.013
0.00 0.00 0.00
0
ELEMENT NO
3 IS A SYSTEM EEADWORKS
UIS DATA STATION INVERT SECT
W S ELEV
144.11 61.75 30
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
�lsm:
WILLIAMSON
& SCHMID
FOSISY
PAGE
1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FCNTANA
LATERAL A-10
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL. ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
103.46
56.48
8.080 64.560 4.3 0.88
0.012 64.572 0.00
0.682
2.50
0.00
0.00
0
0.00
40.65
0.12964
.000110 0.00
0.290
0.00
144.11
61.75
2.814 64.564 4.3 0.88
0.012 64.576 0.00
0.682
2.50
0.00
0.00
0
0.00
** WARNING NO. 22 ** - NO PLOT GENERATED, BAD DATA OR NOT ENOUGH POINTS, 3 OR LESS
l 4/ 1/2005
TIME: 13:54
FOS15P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0515
WATER SURFACE PROFILE - TITLE CARD LISTING,
BEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL A-11
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
6,9
1
F O 5 1 5 P
pp,(E NO
2
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
104.24
57.02
66
70.73
ELEEW NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
109.74
57.04
66 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
152.37
57.21
66 0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
170.04
58.28
66 0.013
0.00
45.00
0.00
0
ELEMENT NO
5 IS A SYSTEM EMUMORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
170.04
58.28
66
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION
GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION
IN HDWKDS,
W.S.ELEV - INV + DC
_ SEE: WILLIAMSON & SCHMID
FO51 r
PAGE
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-3.1
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W. S. Q VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
104.24
57.02
13.710 70.730 113.9 4.79
0.357
71.087
0.00
2.959
5.50
0.00
0.00
0
0.00
5.50
0.00364
.001150
0.01
2.951
0.00
109.74
57.04
13.696 70.736 113.9 4.79
0.357
71.093
0.00
2.959
5.50
0.00
0.00
0
0.00
42.63
0.00399
.001150
0.05
2.870
0.00
152.37
57.21
13.575 70.785 113.9 4.79
0.357
71.142
0.00
2.959
5.50
0.00
0.00
0
0.00
17.67
0.06055
.001150
0.02
1.380
0.00
170.04
58.28
12.576 70.856 113.9 4.79
0.357
71.213
0.00
2.959
5.50
0.00
0.00
0
0.00
SIERRA BUSINESS PARR - FCNTANA
LATERAL A-11
HYDRAULIC ANALYSIS - 100 -YEAR
104.24
I C H
W E
R
105.58
106.93
108.27
109.61
110.95
.I C H
W E
R
112.30
113.64
114.98
116.33
117.67
119.01
120.35
121.70
123.04
124.38
125.73
127.07
128.41
129.75
131.10
132.44
133.78
135.13
136.47
137.81
139.15
140.50
141.84
143.18
144.53
145.87
147.21
148.55
149.90
151.24
152.58
I C H
W E
R
153.93
155.27
156.61
157.95
159.30
160.64
161.98
163.33
164.67
166.01
167.35
168.70
170.04
I C
H
W E
R
57.02 58.44 59.86 61.28 62.70
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEICET OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y m WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
65.54 66.96 68.37 69.79 71.21
DATE: 4/ 1/2005
TIME: 13:57
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 s 1 s P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL A-13
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
T
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION INVERT SECT
W S ELEV
103.54 70.03 18
74.77
ELEMENT NO
2 IS A REACH
UIS DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT
MAN H
110.19 70.51 18 0.013
0.00 0.00 0.00
0
ELEMENT NO
3 IS A SYSTEM HEADWORKS
UIS DATA STATION INVERT SECT
W S ELEV
110.19 70.51 18
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
G=9
L�10ENSEE:
WILLIAMSON & SCHMID
FOS15P
PAGE
1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-13
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
103.54
70.03
4.740 74.770 8.2 4.64
0.334 75.104
0.00
1.109
1.50
0.00
0.00
0
0.00
6.65
0.07218
.006094 0.04
0.550
0.00
110.19
70.51
4.301 74.811 8.2 4.64
0.334 75.145
0.00
1.109
1.50
0.00
0.00
0
0.00
G=9
lw
1
** WARNING NO. 22 ** - NO PLOT GENERATED, BAD DATA OR NOT ENOUGH POINTS, 3 OR LESS
DE: 4/ 1/2005
TIME: 14: 0
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHIN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
-Jo
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
SIERRA BUSINESS PARK - FONTANA
LATERAL A-14
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
11
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE
- ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION INVERT
SECT
W S ELEV
103.11 71.65
18
75.62
ELEMENT NO
2 IS A REACH
UIS DATA STATION INVERT
SECT N
RADIUS ANGLE ANG PT
MAN H
107.54 72.12
18 0.013
0.00 0.00 0.00
0
ELEMENT NO
3 IS A SYSTEM HEADWORKS
UIS DATA STATION INVERT
SECT
W S ELEV
107.54 72.12
18
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
_
LICENSEE:
WILLIAMSON & SC1MID
F0515P
PAGE 1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-14
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W. S. Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD GRD. EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
r+++++r+++r+r++++++++++++rr+r+rr++++rr+rrr+r+rr++rrrrr+r+++++++rtrrrr++t+++r++++++rrr+++rr+rrrr++++++++++rr+rrrrrr+rrrr+++rrr+++rrr
103.11
71.65
3.970 75.620 4.0 2.26
0.080 75.700
0.00
0.766
1.50
0.00
0.00
0 0.00
4.43
0.10609
.001450 0.01
0.340
0.00
107.54
72.12
3.506 75.626 4.0 2.26
0.080 75.706
0.00
0.766
1.50
0.00
0.00
0 0.00
** WARNING NO. 22 ** - NO PLOT GENERATED, BAD DATA OR NOT ENOUGH POINTS, 3 OR LESS
DATE: 4/ 1/2005
TIME: 14: 3
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL A-15
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100-YEAR
PAGE NO 3
F 0 5 1 5 P
PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION INVERT SECT
W S ELEV
103.36 73.24 18
76.41
ELEMENT NO
2 IS A REACH
UIS DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT MAN H
107.36 73.49 18 0.013
0.00 0.00 0.00 0
ELEMENT NO
3 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
107.36 73.49 18
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
LICENSEE: WILLIAMSON & SCHMID FOS15P PAGE 1
WATER SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-15
HYDRAULIC ANALYSIS - 100-YEAR
STATION INVERT DEPTH W. S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
103.36 73.24 3.170 76.410 4.1 2.32 0.084 76.494 0.00 0.775 1.50 0.00 0.00 0 0.00
4.00 0.06250 .001523 0.01 0.400 0.00
107.36 73.49 2.926 76.416 4.1 2.32 0.084 76.500 0.00 0.775 1.50 0.00 0.00 0 0.00
DATE: 4/ 1/2005
TIME: 14: 6
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CEN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE.- TITLE CARD LISTING
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
SIERRA BUSINESS PARK - FONTANA
LATERAL A-16
HYDRAULIC ANALYSIS - 100 -YEAR
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION INVERT SECT
W S ELEV
103.68 74.05 18
77.05
ELEMENT NO
2 IS A REACH
UIS DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT
MAN H
108.29 74.27 18 0.013
0.00 0.00 0.00
0
ELEMENT NO
3 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
108.29 74.27 18
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
—i
LICENSEE: WILLIAMSON & SCHMID
Posisp
PAGE
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL A-16
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
103.68
74.05
3.000 77.050 3.2 1.81
0.051 77.101
0.00
0.681
1.50
0.00
0.00
0
0.00
4.61
0.04772
.000928 0.00
0.380
0.00
108.29
74.27
2.784 77.054 3.2 1.81
0.051 77.105
0.00
0.681
1.50
0.00
0.00
0
0.00
9-2
** WARNING NO. 22 ** - NO PLOT GENERATED, BAD DATA OR NOT ENOUGH POINTS, 3 OR LESS
4/ 1/2005
TIME: 14:12
FOS15P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
SIERRA BUSINESS PARK - FONTANA
LINE W
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
ra
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION INVERT SECT
W S ELEV
102.30 73.71 36
75.38
ELEMENT NO
2 IS A REACH
UIS DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
104.80 73.72 36 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
108.82 73.73 36 0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A SYSTEM HEADWORKS
UIS DATA STATION INVERT SECT
W S ELEV
108.82 73.73 36
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV - INV + DC
LICENSEE- WILLIAMSON & SCBMID
F0515P
PAGE
1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LINE W
HYDRAULIC ANALYSIS - 100 -YEAR
STATION INVERT DEPTH W. S. Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM SO
SF AVE HF
NORM DEPTH
ZR
102.30 73.71 1.747 75.457 29.1 6.81
0.721 76.178
0.00
1.747
3.00
0.00
0.00
0
0.00
2.50 0.00400
.004493 0.01
1.831
0.00
104.80 73.72 1.781 75.501 29.1 6.66
0.688 76.189
0.00
1.747
3.00
0.00
0.00
0
0.00
4.02 0.00249
.004168 0.02
2.172
0.00
108.82 73.73 1.835 75.565 29.1 6.42
0.640 76.205
0.00
1.747
3.00
0.00
0.00
0
0.00
LK
102.30 I
102.43
102.57
102.70
102.83
102.97
103.10
103.23
103.36
103.50
103.63
103.76
103.90
104.03
104.16
104.30
104.43
104.56
104.70
104.83 I
104.96
105.09
105.23
105.36
105.49
105.63
105.76
105.89
106.03
106.16
106.29
106.42
106.56
106.69
106.82
106.96
107.09
107.22
107.36
107.49
107.62
107.76
107.89
108.02
108.15
108.29
108.42
108.55
108.69
108.82 I
SIERRA BUSINESS PARK - FONTANA
LINE W
HYDRAULIC ANALYSIS - 100 -YEAR
X E H R
CW E H R
C W E H. R
73.71 74.01 74.31 74.62 74.92 75.22
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
75.52 75.82 76.13 76.43 76.73
-()
i'E: 1/22/2005
TIME: 15: 0
FOS15P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIQ3T 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LINE H
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
m
W S ELEV
51.30
1
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 59.38 0.00 0
RADIUS
ANGLE
ANG PT
MAN H
0.00
0.00
0.00
0
RADIUS
ANGLE
F 0 5 1 5 P
MAN H
0.00
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
5007.21
39.92
54
ELEMENT NO
2 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
5015.71
40.00
54
0.013
ELEMENT NO
3 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
5068.96
40.54
54
0.013
ELEMENT NO
4 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
5162.24
41.47
54
0.013
ELEMENT NO
5 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
5173.86
41.58
54
0.013
ELEMENT NO
6 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
5209.20
41.94
54
0.013
ELEMENT NO
7 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
5249.84
42.34
54
0.013
ELEMENT NO
8 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
5267.52
42.52
54
0.013
ELEMENT NO
9 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
5272.18
42.57
54
0.013
ELEMENT NO
10 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
5655.55
46.40
54
0.013
ELEMENT NO
11 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
5660.21
46.45
54
0.013
ELEMENT NO
12 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
6045.34
49.98
54
0.013
ELEMENT NO
13 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
6050.00
50.03
54
0.013
W S ELEV
51.30
1
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 59.38 0.00 0
RADIUS
ANGLE
ANG PT
MAN H
0.00
0.00
0.00
0
RADIUS
ANGLE
ANG PT
MAN H
0.00
22.50
0.00
0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS
ANGLE
ANG PT
MAN H
0.00
22.51
0.00
0
RADIUS
ANGLE
ANG PT
MAN H
0.00
0.00
0.00
1
RADIUS
ANGLE ANG PT
MAN H
0.00
0.00 0.00
0
RADIUS
ANGLE ANG PT
MAN H
0.00
0.00 0.00
1
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 1
F 0 5 1 5 P
PAGE NO
3
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
14 IS A REACH
*
+
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6061.71
50.18
54
0.013
0.00
0.00
0.00
0
ELEMENT NO
15 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6132.42
51.07
54
0.013
0.00
90.00
0.00
0
ELEMENT NO
16 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6184.18
51.73
54
0.013
0.00
0.00
0.00
0
ELEMENT NO
17 IS A JUNCTION
*
*
* *
*
+
UIS DATA
STATION
INVERT
SECT LAT-1 LAT-2 N Q3
Q4 INVERT-3 INVERT-4
PHI 3
PHI 4
6190.34
51.76
54 24
0 0.013 24.3
0.0 53.00
0.00
50.05
0.00
ELEMENT NO
18 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6494.76
52.12
54
0.013
0.00
0.00
0.00
0
ELEMENT NO
19 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6499.42
52.17
54
0.013
0.00
0.00
0.00
1
ELEMENT NO
20 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6647.12
52.34
54
0.013
0.00
0.00
0.00
0
ELEMENT NO
21 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6651.78
52.39
54
0.013
0.00
0.00
0.00
1
ELEMENT NO
22 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6722.47
52.48
54
0.013
0.00
90.00
0.00
0
ELEMENT NO
23 IS A SYSTEM HEADWORKS
UIS DATA
STATION
INVERT
SECT
W S ELEV
6722.47
52.48
54
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS
NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LICENSEE:
WILLIAMSON & SCHMID
FOS15P
PAGE
1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LINE H
HYDRAULIC ANALYSIS - 100
-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
5007.21
39.92
11.380
51.300
130.1
8.18
1.039
52.339
0.00
3.357
4.50
0.00
0.00
0
0.00
8.50
0.00941
.004377
0.04
2.726
0.00
5015.71
40.00
11.337
51.337
130.1
8.18
1.039
52.376
0.00
3.357
4.50
0.00
0.00
0
0.00
53.25
0.01014
.004377
0.23
2.661
0.00
5068.96
40.54
11.030
51.570
130.1
8.18
1.039
52.609
0.00
3.357
4.50
0.00
0.00
0
0.00
93.28
0.00997
.004377
0.41
2.675
0.00
5162.24
41.47
10.677
52.147
130.1
8.18
1.039
53.186
0.00
3.357
4.50
0.00
0.00
0
0.00
11.62
0.00947
.004377
0.05
2.721
0.00
5173.86
41.58
10.618
52.198
130.1
8.18
1.039
53.237
0.00
3.357
4.50
0.00
0.00
0
0.00
35.34
0.01019
.004377
0.15
2.657
0.00
5209.20
41.94
10.517
52.457
130.1
8.18
1.039
53.496
0.00
3.357
4.50
0.00
0.00
0
0.00
40.64
0.00984
.004377
0.18
2.687
0.00
5249.84
42.34
10.295
52.635
130.1
8.18
1.039
53.674
0.00
3.357
4.SO
0.00
0.00
0
0.00
17.68
0.01018
.004377
0.08
2.657
0.00
5267.52
42.52
10.296
52.816
130.1
8.18
1.039
53.855
0.00
3.357
4.50
0.00
0.00
0
0.00
4.66
0.01073
.004377
0.02
2.613
0.00
5272.18
42.57
10.318
52.888
130.1
8.18
1.039
53.927
0.00
3.357
4.50
0.00
0.00
0
0.00
383.37
0.00999
.004377
1.68
2.674
0.00
5655.55
46.40
8.166
54.566
130.1
8.18
1.039
55.605
0.00
3.357
4.50
0.00
0.00
0
0.00
4.66
0.01073
.004377
0.02
2.613
0.00
5660.21
46.45
8.189
54.639
130.1
8.18
1.039
55.678
0.00
3.357
4.50
0.00
0.00
0
0.00
385.13
0.00917
.004377
1.69
2.750
0.00
-
_\ 1
LICENSEE:
WILLIAMSON
& SCHMID
FOS15P
PAGE 2
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK -
FONTANA
LINE H
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W. S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
6045.34
49.98
6.344
56.324
130.1
8.18
1.039
57.363
0.00
3.357
4.50
0.00
0.00
0
0.00
4.66
0.01073
.004377
0.02
2.613
0.00
6050.00
50.03
6.367
56.397
130.1
8.18
1.039
57.436
0.00
3.357
4.50
0.00
0.00
0
0.00
11.71
0.01281
.004377
0.05
2.472
0.00
6061.71
50.18
6.268
56.448
130.1
8.18
1.039
57.487
0.00
3.357
4.50
0.00
0.00
0
0.00
70.71
0.01259
.004377
0.31
2.485
0.00
6132.42
51.07
5.895
56.965
130.1
8.18
1.039
58.004
0.00
3.357
4.50
0.00
0.00
0
0.00
51.76
0.01275
.004377
0.23
2.475
0.00
6184.18
51.73
5.462
57.192
130.1
8.18
1.039
58.231
0.00
3.357
4.50
0.00
0.00
0
0.00
JUNCT STR
0.00487
.003636
0.02
0.00
6190.34
51.76
5.922
57.682
105.8
6.65
0.687
58.369
0.00
3.025
4.50
0.00
0.00
0
0.00
304.42
0.00118
.002895
0.88
4.500
0.00
6494.76
52.12
6.444
58.564
105.8
6.65
0.687
59.251
0.00
3.025
4.50
0.00
0.00
0
0.00
4.66
0.01073
.002895
0.01
2.301
0.00
6499.42
52.17
6.441
58.611
105.8
6.65
0.687
59.298
0.00
3.025
4.50
0.00
0.00
0
0.00
147.70
0.00115
.002895
0.43
4.500
0.00
6647.12
52.34
6.699
59.039
105.8
6.65
0.687
59.726
0.00
3.025
4.50
0.00
0.00
0
0.00
4.66
0.01073
.002895
0.01
2.301
0.00
6651.78
52.39
6.697
59.087
105.8
6.65
0.687
59.774
0.00
3.025
4.50
0.00
0.00
0
0.00
70.69
0.00127
.002895
0.20
4.500
0.00
6722.47
52.48
6.949
59.429
105.8
6.65
0.687
60.116
0.00
3.025
4.50
0.00
0.00
0
0.00
SIERRA BUSINESS PARK - PONTANA
LINE H
HYDRAULIC ANALYSIS - 100 -YEAR
5007.21
I C H
W
E
R
5042.22
I C H
W
E
R
5077.22
I C H
W
E
R
5112.23
5147.23
5182.24
I C H
W E
R
5217.24
I C H
W E
R
5252.25
I C H
W E
R
5287.25
I C H
W E
R
5322.26
I C H
W E
R
5357.26
I C H
W E
R
5392.27
5427.27
5462.28
5497.28
5532.29
5567.29
5602.30
5637.31
5672.31
I
C H
W
E
R
5707.32
I
C H
W
E
R
5742.32
5777.33
5812.33
5847.34
5882.34
5917.35
5952.35
5987.36
6022.36
6057.37
I
C
H
W E
R
6092.37
I
C
H
W E
R
6127.38
I
C
H
W E
R
6162.39
I
C
H W E
R
6197.39
I
C H W E
JX
6232.40
I
C
H W E
R
6267.40
6302.41
6337.41
6372.42
6407.42
6442.43
6477.43
6512.44
I
C H W E
R
6547.44
I
C H W E
R
6582.45
6617.45
6652.46
I
C H W E
R
6687.46
I
C H W E
R
6722.47
I
C H W E.
R
39.92 41.94 43.96 45.98 48.00 50.02
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X - CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
52.04 54.06 56.08 58.10 60.12
M
-'DQA-
1/22/2005
TIME:
22:24
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT CHN
NO OF AVE PIER HEIGHT 1 BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18 4
1.50
CD
24 4
2.00
CD
30 4
2.50
CD
36 4
3.00
CD
42 4
3.50
CD
48 4
4.00
CD
54 4
4.50
CD
60 4
5.00
CD
66 4
5.50
CD
72 4
6.00
CD
78 4
6.50
CD
84 4
7.00
CD
90 4
7.50
CD
96 4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL H-1
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5 1 5 P
PAGE NO
2
WATER SURFACE PROFILE
- ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION
INVERT
SECT
W S ELEV
102.89
53.00
24
57.68
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
123.23
55.53
24 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A JUNCTION
UIS DATA STATION
INVERT
SECT LAT-1 LAT-2 N Q3
Q4 INVERT-3 INVERT-4
PHI 3
PHI 4
127.50
55.58
24 18 0 0.013 9.1
0.0 56.08
0.00
90.00
0.00
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
139.50
55.64
24 0.013
0.00
0.00
38.89
0
ELEMENT NO
5 IS A SYSTEM HEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
139.50
55.64
24
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LICENSEE: WILLIAMSON & SCHMID
FOS15P
PAGE 1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL H-1
HYDRAULIC ANALYSIS - 100
-YEAR
STATION
INVERT
DEPTH W. S. Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
+xxxx+++++++rxx+++xxx++x+xx+++xxx+++++++xxxxxxxxx++++rxxxxr+++x++++++++++++++rxxx+++++xxxxx++x+xxrxxxxx++++++xxxxx+++x++++xxxx+++r+
102.89
53.00
4.680 57.680 25.1
7.99
0.991
58.671
0.00
1.764
2.00
0.00
0.00
0
0.00
20.34
0.12438
.012310
0.25
0.770
0.00
123.23
55.53
2.400 57.930 25.1
7.99
0.991
58.921
0.00
1.764
2.00
0.00
0.00
0
0.00
JUNCT STR
0.01171
.008656
0.04
0.00
127.50
55.58
3.564 59.144 16.0
5.09
0.403
59.547
0.00
1.442
2.00
0.00
0.00
0
0.00
12.00
0.00500
.005002
0.06
1.640
0.00
139.50
55.64
3.616 59.256 16.0
5.09
0.403
59.659
0.00
1.442
2.00
0.00
0.00
0
0.00
102.89 I
103.64
104.38
105.13
105.88
106.63
107.37
108.12
108.87
109.61
110.36
111.11
111.86
112.60
113.35
114.10
114.84
115.59
116.34
117.09
117.83
118.58
119.33
120.07
120.82
121.57
122.32
123.06
123.81
124.56
125.30
126.05
126.80
127.55
128.29
129.04
129.79
130.53
131.28
132.03
132.78
133.52
134.27
135.02
135.76
136.51
137.26
138.01
138.75
139.50
SIERRA BUSINESS PARK - PONTANA
LATERAL H -L
HYDRAULIC ANALYSIS - 100 -YEAR
C H
I
I
I
R
C
H
W
E
JK
C
H
W
E
R
C
H
W
E.
R
53.00 53.67 54.33 55.00 55.66 56.33 57.00 57.66 58.33 58.99 59.66
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C - CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
A)
DATE: 4/ 1/2005
TIME: 17:33
F0515P
WATER SURFACE PROFILE -
CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTiH
DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
1
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
SIERRA BUSINESS PARK - FONTANA
LINE F
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
__
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA
STATION
INVERT
SECT
3964.61
40.12
66
ELEMENT NO
2 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
4019.28
40.34
66
0.013
ELEMENT NO
3 IS A JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
4036.78
40.41
66 48
0 0.013
ELEMENT NO
4 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
4079.90
40.58
66
0.013
ELEMENT NO
5 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
4475.28
42.16
66
0.013
ELEMENT NO
6 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
4479.94
42.21
66
0.013
ELEMENT NO
7 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
4921.17
43.97
66
0.013
ELEMENT NO
8 IS A TRANSITION
UIS DATA
STATION
INVERT
SECT
N
4925.83
44.94
54
0.013
ELEMENT NO
9 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
5363.50
46.69
54
0.013
ELEMENT NO
10 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
5368.16
46.74
54
0.013
ELEMENT NO
11 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
5438.84
47.34
54
0.013
ELEMENT NO
12 IS A REACH
UIS DATA
STATION
INVERT
SECT
N
5452.28
47.46
54
0.013
ELEMENT NO
13 IS A JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
5461.28
47.59
54 36
0 0.013
PAGE NO 2
W S ELEV
54.30
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
0.1 0.0 41.34 0.00 10.00 0.00
RADIUS ANGLE ANG PT MAN H
0.00 54.90 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 1
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 1
RADIUS ANGLE ANG PT MAN H
0.00 90.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
+ + +
Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
12.5 0.0 48.27 0.00 45.53 0.00
F 0 5 1 5 P
PAGE NO
3
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
14 IS A REACH
UIS DATA
STATIM
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
5503.14
48.19
54 0.013
0.00
0.00
0.00
0
ELEMENT NO
15 IS A JUNCTION
*
*
* * +
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
5513.64
48.24
54 48 0 0.013 15.8
0.0 48.47 0.00
45.53
0.00
ELEMENT NO
16 IS A REACH
*
+
UIS DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
5989.63
51.66
54 0.013
0.00
0.00.
0.00
0
ELEMENT NO
17 IS A JUNCTION
+
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
5997.13
52.66
42 36 0 0.013 13.3
0.0 52.66 0.00
45.53
0.00
ELEMENT NO
18 IS A REACH
UIS DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
6136.60
54.24
42 0.013
0.00
0.00
0.00
0
ELEMENT NO
19 IS A JUNCTION
+
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
6136.60
54.24
42 30 0 0.013 11.7
0.0 54.74 0.00
45.00
0.00
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
ELEMENT NO
20 IS A REACH
UIS DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
6310.60
56.19
42 0.013
0.00
0.00
0.00
0
ELEMENT NO
21 IS A REACH
+
UIS DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
6315.26
56.25
42 0.013
0.00
0.00
0.00
1
ELEMENT NO
22 IS A REACH
UIS DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
6383.12
56.67
42 0.013
0.00
0.00
0.00
0
ELEMENT NO
23 IS A JUNCTION
*
*
* * *
+
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
6383.12
56.67
42 30 0 0.013 11.4
0.0 57.17 0.00
45.00
0.00
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
_
o
-f)
I-)
F 0 5 1 5 P
PAGE NO
4
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
24 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
6638.35
58.26
42 0.013
0.00
0.00
0.00
0
ELEMENT NO
25 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
6643.01
58.30
42 0.013
0.00
0.00
0.00
1
ELEMENT NO
26 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
6710.27
58.89
42 0.013
0.00
0.00
0.00
0
ELE'ME'NT NO
27 IS A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
6710.27
58.89
42 30 0 0.013
22.9
0.0 59.39 0.00
45.00
0.00
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV
WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
THE ABOVE ELEMENT CONTAINED AN
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
ELEMENT NO
28 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
6960.17
61.09
42 0.013
0.00
0.00
0.00
0
ELEMENT NO
29 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
6964.83
61.13
42 0.013
0.00
0.00
0.00
1
ELEMENT NO
30 IS A REACH
U/S DATA
STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
7387.42
64.87
42 0.013
0.00
0.00
0.00
0
ELEMENT NO
31 IS A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
7393.92
64.91
42 24 0 0.013
12.7
0.0 65.64 0.00
45.53
0.00
ELEMENT NO
32 IS A REACH
U/S DATA
STATIM
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
7683.00
67.45
42 0.013
0.00
0.00
0.00
0
ELEMENT NO
33 IS A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3
Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
7689.50
67.96
24 24 0 0.013
11.2
0.0 . 68.08 0.00
45.00
0.00
-
F 0 5
1 5 P
PAGE NO
5
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
34 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
7901.66
74.85
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
35 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
7906.32
75.00
24
0.013
0.00
0.00
0.00
1
ELEMENT NO
36 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
8099.54
81.28
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
37 IS A SYSTEM HEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
8099.54
81.28
24
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS
NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
LQISEE:
WILLIAMSON & SCHMID
F0515P
PAGE 1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK -
FONTANA
LINE
F
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NCEZM DEPTH
ZR
3964.61
40.12
14.180
54.300
133.2
5.61
0.488
54.788
0.00
3.212
5.50
0.00
0.00
0
0.00
54.67
0.00402
.001573
0.09
3.151
0.00
4019.28
40.34
14.046
54.386
133.2
5.61
0.488
54.874
0.00
3.212
5.50
0.00
0.00
0
0.00
JUNCT STR
0.00400
.001572
0.03
0.00
4036.78
40.41
14.005
54.415
133.1
5.60
0.487
54.902
0.00
3.210
5.50
0.00
0.00
0
0.00
43.12
0.00394
.001571
0.07
3.170
0.00
4079.90
40.58
13.979
54.559
133.1
5.60
0.487
55.046
0.00
3.210
5.50
0.00
0.00
0
0.00
395.38
0.00400
.001571
0.62
3.157
0.00
4475.28
42.16
13.020
55.180
133.1
5.60
0.487
55.667
0.00
3.210
5.50
0.00
0.00
0
0.00
4.66
0.01073
.001571
0.01
2.360
0.00
4479.94
42.21
13.002
55.212
133.1
5.60
0.487
55.699
0.00
3.210
5.50
0.00
0.00
0
0.00
441.23
0.00399
.001571
0.69
3.158
0.00
4921.17
43.97
11.935
55.905
133.1
5.60
0.487
56.392
0.00
3.210
5.50
0.00
0.00
0
0.00
TRANS STR
0.20816
.003076
0.01
0.00
4925.83
44.94
10.499
55.439
133.1
8.37
1.088
56.527
0.00
3.395
4.50
0.00
0.00
0
0.00
437.67
0.00400
.004581
2.00
4.100
0.00
5363.50
46.69
10.754
57.444
133.1
8.37
1.088
58.532
0.00
3.395
4.50
0.00
0.00
0
0.00
4.66
0.01073
.004581
0.02
2.651
0.00
5368.16
46.74
10.780
57.520
133.1
8.37
1.088
58.608
0.00
3.395
4.50
0.00
0.00
0
0.00
70.68
0.00849
.004581
0.32
2.866
0.00
5438.84
47.34
10.721
58.061
133.1
8.37
1.088
59.149
0.00
3.395
4.50
0.00
0.00
0
0.00
13.44
0.00893
.004581
0.06
2.817
0.00
LLEE:
WILLIAMSON & SCHMID
FOS15P
PAGE 2
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK -
FONTANA
LINE F
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
+xxxxx++x++x+x++x+++x+++++xx++++x+xx++x+++x+++x+++xx++xx+++xx++++xx+xx+xx+++x+++x++++xxxxxx+xxx++x+x++++++++++x+xxxx++x++xx+++x++++
5452.28
47.46
10.663
58.123
133.1
8.37
1.088
59.211
0.00
3.395
4.50
0.00
0.00
0
0.00
JUNCT STR
0.01444
.004171
0.04
0.00
5461.28
47.59
10.929
58.519
120.6
7.58
0.893
59.412
0.00
3.233
4.50
0.00
0.00
0
0.00
41.86
0.01433
.003761
0.16
2.282
0.00
5503.14
48.19
10.487
58.677
120.6
7.58
0.893
59.570
0.00
3.233
4.50
0.00
0.00
0
0.00
JUNCT STR
0.00476
.003301
0.03
0.00
5513.64
48.24
10.881
59.121
104.8
6.59
0.674
59.795
0.00
3.010
4.50
0.00
0.00
0
0.00
475.99
0.00719
.002840
1.35
2.587
0.00
5989.63
51.66
8.813
60.473
104.8
6.59
0.674
61.147
0.00
3.010
4.50
0.00
0.00
0
0.00
JUNCT STR
0.13333
.005556
0.04
0.00
5997.13
52.66
7.375
60.035
91.5
9.51
1.404
61.439
0.00
2.964
3.50
0.00
0.00
0
0.00
139.47
0.01133
.008271
1.15
2.490
0.00
6136.60
54.24
6.949
61.189
91.5
9.51
1.404
62.593
0.00
2.964
3.50
0.00
0.00
0
0.00
JUNCT STR
0.00000
.007281
0.00
0.00
6136.60
54.24
7.558
61.798
79.8
8.29
1.068
62.866
0.00
2.791
3.50
0.00
0.00
0
0.00
174.00
0.01121
.006291
1.09
2.260
0.00
6310.60
56.19
6.702
62.892
79.8
8.29
1.068
63.960
0.00
2.791
3.50
0.00
0.00
0
0.00
4.66
0.01288
.006291
0.03
2.155
0.00
6315.26
56.25
6.725
62.975
79.8
8.29
1.068
64.043
0.00
2.791
3.50
0.00
0.00
0
0.00
67.86
0.00619
.006291
0.43
2.894
0.00
6383.12
56.67
6.732
63.402
79.8
8.29
1.068
64.470
0.00
2.791
3.50
0.00
0.00
0
0.00
JUNCT STR
0.00000
.005456
0.00
0.00
�t
J
LICENSEE:
WILLIAMSON & SCHMID
F0515P
PAGE
3
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK -
FONTANA
LINE F
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
MGT/
BASE/
ZL
NO AVBPR
'
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
6383.12
56.67
7.238
63.908
68.4
7.11
0.785
64.693
0.00
2.592
3.50
0.00
0.00
0
0.00
255.23
0.00623
.004622
1.18
2.504
0.00
6638.35
58.26
6.828
65.088
68.4
7.11
0.785
65.873
0.00
2.592
3.50
0.00
0.00
0
0.00
4.66
0.00858
.004622
0.02
2.227
0.00
6643.01
58.30
6.849
65.149
68.4
7.11
0.785
65.934
0.00
2.592
3.50
0.00
0.00
0
0.00
67.26
0.00877
.004622
0.31
2.211
0.00
6710.27
58.89
6.570
65.460
68.4
7.11
0.785
66.245
0.00
2.592
3.50
0.00
0.00
0
0.00
JUNCT STR
0.00000
.003334
0.00
0.00
6710.27
58.89
7.201
66.091
45.5
4.73
0.347
66.438
0.00
2.104
3.50
0.00
0.00
0
0.00
249.90
0.00880
.002045
0.51
1.712
0.00
6960.17
61.09
5.512
66.602
45.5
4.73
0.347
66.949
0.00
2.104
3.50
0.00
0.00
0
0.00
4.66
0.00858
.002045
0.01
1.725
0.00
6964.83
61.13
5.499
66.629
45.5
4.73
0.347
66.976
0.00
2.104
3.50
0.00
0.00
0
0.00
293.75
0.00885
.002031
0.60
1.710
0.00
7258.58
63.73
3.500
67.230
45.5
4.73
0.347
67.577
0.00
2.104
3.50
0.00
0.00
0
0.00
41.62
0.00885
.001903
0.08
1.710
0.00
7300.20
64.10.
3.175
67.273
45.5
4.96
0.382
67.655
.0.00
2.104
3.50
0.00
0.00
0
0.00
21.41
0.00885
.001852
0.04
1.710
0.00
7321.61
64.29
2.987
67.274
45.5
5.20
0.420
67.694
0.00
2.104
3.50
0.00
0.00
0
0.00
16.65
0.00885
.002005
0.03
1.710
0.00
7338.26
64.44
2.831
67.266
45.5
5.46
0.462
67.728
0.00
2.104
3.50
0.00
0.00
0
0.00
13.51
0.00885
.002205
0.03
1.710
0.00
_0
LICENSEE:
WILLIAMSON
& SCHMID
FOS15P
PAGE
4
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK -
FONTANA
LINE F
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HOT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
7351.77
64.55
2.695
67.249
45.5
5.72
0.509
67.758
0.00
2.104
3.50
0.00
0.00
0
0.00
11.11
0.00885
.002448
0.03
1.710
0.00
7362.88
64.65
2.573
67.226
45.5
6.00
0.559
67.785
0.00
2.104
3.50
0.00
0.00
0
0.00
9.33
0.00885
.002731
0.03
1.710
0.00
7372.21
64.73
2.460
67.195
45.5
6.29
0.615
67.810
0.00
2.104
3.50
0.00
0.00
0
0.00
7.16
0.00885
.003060
0.02
1.710
0.00
7379.37
64.80
2.357
67.156
45.5
6.60
0.677
67.833
0.00
2.104
3.50
0.00
0.00
0
0.00
5.42
0.00885
.003439
0.02
1.710
0.00
7384.79
64.85
2.260
67.107
45.5
6.92
0.745
67.852
0.00
2.104
3.50
0.00
0.00
0
0.00
2.63
0.00885
.003812
0.01
1.710
0.00
7387.42
64.87
2.192
67.062
45.5
7.18
0.800
67.862
0.00
2.104
3.50
0.00
0.00
0
0.00
JUNCT STR
0.00615
.002531
0.02
0.00
7393.92
64.91
2.842
67.752
32.8
3.92
0.239
67.991
0.00
1.773
3.50
0.00
0.00
0
0.00
14.87
0.00879
.001138
0.02
1.424
0.00
7408.79
65.04
2.704
67.745
32.8
4.11
0.263
68.008
0.00
1.773
3.50
0.00
0.00
0
0.00
12.86
0.00879
.001263
0.02
1.424
0.00
7421.65
65.15
2.581
67.735
32.8
4.31
0.289
68.024
0.00
1.773
3.50
0.00
0.00
0
0.00
11.40
0.00879
.001409
0.02
1.424
0.00
7433.05
65.25
2.468
67.722
32.8
4.52
0.318
68.040
0.00
1.773
3.50
0.00
0.00
0
0.00
10.16
0.00879
.001577
0.02
1.424
0.00
7443.21
65.34
2.363
67.706
32.8
4.74
0.349
68.055
0.00
1.773
3.50
0.00
0.00
0
0.00
8.85
0.00879
.001772
0.02
1.424
0.00
LICENSEE:
WILLIAMSON
& SCHMID
FOS15P
PAGE 5
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LINE
F
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
7452.06
65.42
2.266
67.687
32.8
4.97
0.384
68.071
0.00
1.773
3.50
0.00
0.00
0
0.00
5.58
0.00879
.001959
0.01
1.424
0.00
7457.64
65.47
2.202
67.672
32.8
5.14
0.411
68.083
0.00
1.773
3.50
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
7457.64
65.47
1.411
66.881
32.8
9.03
1.267
68.148
0.00
1.773
3.50
0.00
0.00
0
0.00
83.99
0.00879
.009479
0.80
1.424
0.00
7541.63
66.21
1.380
67.588
32.8
9.30
1.344
68.932
0.00
1.773
3.50
0.00
0.00
0
0.00
49.03
0.00879
.010548
0.52
1.424
0.00
7590.66
66.64
1.332
67.971
32.8
9.76
1.478
69.449
0.00
1.773
3.50
0.00
0.00
0
0.00
31.15
0.00879
.012022
0.37
1.424
0.00
7621.81
66.91
1.285
68.197
32.8
10.23
1.625
69.822
0.00
1.773
3.50
0.00
0.00
0
0.00
24.09
0.00879
.013708
0.33
1.424
0.00
7645.90
67.12
1.241
68.365
32.8
10.73
1.789
70.154
0.00
1.773
3.50
0.00
0.00
0
0.00
19.82
0.00879
.015637
0.31
1.424
0.00
7665.72
67.30
1.198
68.496
32.8
11.26
1.967
70.463
0.00
1.773
3.50
0.00
0.00
0
0.00
17.28
0.00879
.017847
0.31
1.424
0.00
7683.00
67.45
1.158
68.608
32.8
11.80
2.163
70.771
0.00
1.773
3.50
0.00
0.00
0
0.00
JUNCT STR
0.07846
.025800
0.17
0.00
7689.50
67.96
1.034
68.994
21.6
13.18
2.697
71.691
0.00
1.662
2.00
0.00
0.00
0
0.00
212.16
0.03247
.032342
6.86
1.033
0.00
7901.66
74.85
1.038
75.888
21.6
13.11
2.668
78.556
0.00
1.662
2.00
0.00
0.00
0
0.00
4.66
0.03219
.032113
0.15
1.040
0.00
LICENSEE:
WILLIAMSON & SCHMID
F0515P
PAGE 6
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK -
FONTANA
LINE F
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HP
NORM DEPTH
ZR
+rrr+++rrrrrrr+rr+++++rr++r+++rrrrrrr+r++rrrrrrrrr++r+rrr+rr+rr+++++rrrrr++++rrrrrrrr++r+++++rrr+++r+rrr+++++rrrrrr+++++tt++++++++r
7906.32
75.00
1.038
76.038
21.6
13.11
2.668
78.706
0.00
1.662
2.00
0.00
0.00
0
0.00
27.76
0.03250
.032024
0.89
1.032
0.00
7934.08
75.90
1.040
76.942
21.6
13.08
2.658
79.600
0.00
1.662
2.00
0.00
0.00
0
0.00
82.04
0.03250
.030045
2.46
1.032
0.00
8016.12
78.57
1.080
79.649
21.6
12.47
2.415
82.064
0.00
1.662
2.00
0.00
0.00
0
0.00
29.46
0.03250
.026507
0.78
1.032
0.00
8045.58
79.53
1.123
80.649
21.6
11.89
2.197
82.846
0.00
1.662
2.00
0.00
0.00
0
0.00
17.12
0.03250
.023407
0.40
1.032
0.00
8062.70
80.08
1.167
81.249
21.6
11.34
1.996
83.245
0.00
1.662
2.00
0.00
0.00
0
0.00
11.30
0.03250
.020695
0.23
1.032
0.00
8074.00
80.45
1.215
81.665
21.6
10.81
1.815
83.480
0.00
1.662
2.00
0.00
0.00
0
0.00
8.12
0.03250
.018328
0.15
1.032
0.00
8082.12
80.71
1.265
81.979
21.6
10.31
1.651
83.630
0.00
1.662
2.00
0.00
0.00
0
0.00
5.97
0.03250
.016253
0.10
1.032
0.00
8088.09
80.91
1.318
82.226
21.6
9.83
1.500
83.726
0.00
1.662
2.00
0.00
0.00
0
0.00
4.34
0.03250
.014448
0.06
1.032
0.00
8092.43
81.05
1.376
82.425
21.6
9.37
1.364
83.789
0.00
1.662
2.00
0.00
0.00
0
0.00
3.21
0.03250
.012877
0.04
1.032
0.00
8095.64
81.15
1.437
82.590
21.6
8.94
1.240
83.830
0.00
1.662
2.00
0.00
0.00
0
0.00
2.17
0.03250
.011512
0.02
1.032
0.00
8097.81
81.22
1.504
82.728
21.6
8.52
1.127
83.855
0.00
1.662
2.00
0.00
0.00
0
0.00
1.29
0.03250
.010344
0.01
1.032
0.00
� r
SEE: WILLIAMSON & SCHMID
FOSiSP
PAGE 7
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LINE F
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
8099.10
81.27
1.578 82.844 21.6 8.12
1.025 83.869
0.00
1.662
2.00
0.00
0.00
0
0.00
0.44
0.03250
.009353 0.00
1.032
0.00
8099.54
81.28
1.662 82.942 21.6 7.74
0.931 83.873
0.00
1.662
2.00
0.00
0.00
0
0.00
Ic
3964.61 I
3995.24
4025.87 I
4056.50 I
4087.13 I
4117.76
4148.38
4179.01
4209.64
4240.27
4270.90
4301.53
4332.16
4362.79
4393.42
4424.05
4454.68
4485.30 I
4515.93 I
4546.56
4577.19
4607.82
4638.45
4669.08
4699.71
4730.34
4760.97
4791.60
4822.23
4852.85
4883.48
4914.11
4944.74
4975.37
5006.00
5036.63
5067.26
5097.89
5128.52
5159.15
5189.77
5220.40
5251.03
5281.66
5312.29
5342.92
5373.55
5404.18
5434.81
5465.44
5496.07
5526.69
SIERRA BUSINESS PARK - FONTANA
LINE F
HYDRAULIC ANALYSIS - 100 -YEAR
C H WE R
C H WE 7X
C H WE R
C H WE R
C H WE R
C H WE R
I
C
H
WE
TX
I
C
H
W E
R
I
C
H
W
E
R
I
C
H
W
E
R
I
C H
W E
R
I
C H
W E
JX
I
C H
W E
R
�a �a 99a aa91% aa�a as aaa
u
WWW x HN
xx
WW xxu H
H H
�x
U
H H
U
H H
xx H
N
U U
H H
N UI OD e4 Vr- 0M%001H V L-0 fn t0 U1N UI 1014 s111001 N UI aD H sN l, M M O M 1001 NUI M H" t, 0 N 0 M H
M 01 Uf N 10i ri t�M of 1v N aD Ul ri 1� M 01O N 01 UI r11� I O 1� M01 UI N aD 11 o 1�M 011D N aD 11 11 h M 0 1
0 N a0 NH 1� 11 O 10 M01 UI OD
t, t, OD 01010 r1 ' 1 N N M 1111 U11010 t- 0) OQ10I O It NMM" U1 t0 t0 h w 1001 m O H H N M M v U1 M t0 t0 r, M m M O o HHNMM
w aD ri 11 El v t -O M 1001 N UIm H-0 tl OM b O M 1001 N U1 w H 11 t. O M 1001 N U101 N UI m H "tl. 0 M 1001 N U1 W H aD H11 tlOM
m Ul to t0101� r -r -mm W aD0101010Oo In m m m w 10 to r r L- aD aD aD 010/0101 O O O HIH NNNMM
�Ln UI UI U1 U1 U1 U1 Ul Ul UIN U1 UI U)UI 1010101010 t0 t01D 10 10 10 10 10 tO t01D 1D 1010 tp tp 101D 10 t0 t01p 10 10 10 10 10 w r r r r r n t, r, r, t, t,
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C - CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X - CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
7364.44
I
C WX
R
7395.07
I
C WX
R
7425.70
I
CW EH
R
7456.33
I
X EH
R
7486.96
I
X EH
R
7517.59
I
X EH
R
7548.22
I
X ER
JX
7578.85
I
C XH
R
7609.47
I
C XH
R
7640.10
I
C X H
R
7670.73
I
C X H
R
7701.36
I
C X H
R
7731.99
I
C X H
R
7762.62
I
CWE H
R
7793.25
I
X EH
R
7823.88
I WC E H
R
7854.51
I WC EH
R
7885.14
I WC E H
R
7915.77
I WC EH
R
7946.39
I W C EH
R
7977.02
I WC X
JX
8007.65
I W CH E
R
8038.28
I W X E
R
8068.91
I WCH E
R
8099.54
I WCH E
R
40.12 44.50 48.87 53.25 57.62 62.00
66.37 70.75
75.12 79.50
83.87
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C - CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X - CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
IN
4/l/2005
TIME: 17:42
F0515P
WATER SURFACE PROFILE -
CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL F-1
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
9A
F 0 5
1 5 P
PAGE NO
2
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION
INVERT
SECT
W S ELEV
103.21
48.27
36
58.52
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
107.71
48.65
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
123.44
49.98
36
0.013
0.00
45.53
0.00
0
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
144.99
51.81
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
5 IS A SYSTEM 17-MMORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
144.99
51.81
36
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION
GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
LICENSEE: WILLIAMSON & SCHMID
P0515P
PAGE
1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL F-1
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S.
Q VEL
VEL
E1ERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
+x+x+t+++xt+xtxxxxxxx+x+++++++++++++++++xx++xxxxx++t+++++t+x+xxx+xxxxxxx+xxxxxxx+x+++t+++t++txxx+++x++++xxxxxx++++x+++t+++++++++++x
103.21
48.27
10.250 58.520
13.4 1.90
0.056
58.576
0.00
1.165
3.00
0.00
0.00
0
0.00
4.50
0.08444
.000404
0.00
0.531
0.00
107.71
48.65
9.872 58.522
13.4 1.90
0.056
58.578
0.00
1.165
3.00
0.00
0.00
0
0.00
15.73
0.08455
.000404
0.01
0.531
0.00
123.44
49.98
8.556 58.536
13.4 1.90
0.056
58.592
0.00
1.165
3.00
0.00
0.00
0
0.00
21.55
0.08492
.000404
0.01
0.531
0.00
144.99
51.81
6.735 58.545
13.4 1.90
0.056
58.601
0.00
1.165
3.00
0.00
0.00
0
0.00
103.21 I
104.06
104.92
105.77
106.62
107.47
108.33 I
109.18
110.03
110.88
111.74
112.59
113.44
114.29
115.15
116.00
116.85
117.71
118.56
119.41
120.26
121.12
121.97
122.82
123.67
124.53
125.38
126.23
127.08
127.94
128.79
129.64
130.49
131.35
132.20
133.05
133.91
134.76
135.61
136.46
137.32
138.17
139.02
139.87
140.73
141.58
142.43
143.28
144.14
144.99
SIERRA BUSINESS PARK - FCNTANA
LATERAL F-1
HYDRAULIC ANALYSIS - 100 -YEAR
C H
C
I
C
H
I
H
C H
X R
X R
X R
WE. R
48.27 49.30
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP
50.34 51.37 52.40 53.44
MAY NOT BE PLOTTED EXACTLY
54.47 55.50 56.53 57.57 58.60
rc
4/ 1/2005
TIME: 17:44
F0515P
WATER SURFACE PROFILE -
CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
_
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
SIERRA BUSINESS PARK - FONTANA
LATERAL F-2
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
A
�.
F 0 5
1 5 P
PAGE NO
2
WATER SURFACE PROFILE
- ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
103.15
48.47
48
59.12
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
107.65
48.56
48
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
114.15
48.70
48
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
131.61
49.06
48
0.013
0.00
44.47
0.00
0
ELEMENT NO
5 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
167.25
49.79
48
0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A SYSTEM HEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
167.25
49.79
48
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS
NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LICENSEE: WILLIAMSON & SCHMID
FOS15P
PAGE 1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL F-2
HYDRAULIC ANALYSIS - 100
-YEAR
STATION INVERT DEPTH W. S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM SO
SF AVE
HF
NORM DEPTH
ZR
103.15 48.47 10.650 59.120
20.4
1.62
0.041
59.161
0.00
1.330
4.00
0.00
0.00
0
0.00
4.50 0.02000
.000202
0.00
0.855
0.00
107.65 48.56 10.561 59.121
20.4
1.62
0.041
59.162
0.00
1.330
4.00
0.00
0.00
0
0.00
6.50 0.02154
.000202
0.00
0.840
0.00
114.15 48.70 10.422 59.122
20.4
1.62
0.041
59.163
0.00
1.330
4.00
0.00
0.00
0
0.00
17.46 0.02062
.000202
0.00
0.850
0.00
131.61 49.06 10.071 59.131
20.4
1.62
0.041
59.172
0.00
1.330
4.00
0.00
0.00
0
0.00
35.64 0.02048
.000202
0.01
0.850
0.00
167.25 49.79 9.349 59.139
20.4
1.62
0.041
59.180
0.00
1.330
4.00
0.00
0.00
0
0.00
103.15 I
104.46
105.77
107.07
108.38 I
109.69
111.00
112.31
113.62
114.92 I
116.23
117.54
118.85
120.16
121.46
122.77
124.08
125.39
126.70
128.01
129.31
130.62
131.93 I
133.24
134.55
135.85
137.16
138.47
139.78
141.09
142.39
143.70
145.01
146.32
147.63
148.94
150.24
151.55
152.86
154.17
155.48
156.78
158.09
159.40
160.71
162.02
163.33
164.63
165.94
167.25
SIERRA BUSINESS PARK - FONTANA
LATERAL F-2
HYDRAULIC ANALYSIS - 100 -YEAR
C
H
C
H
C
C
II
H
X R
X R
X R
X R
X R
48.47 49.54 50.61 51.68 52.75 53.82
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A NMP MAY NOT BE PLOTTED EXACTLY
54.90 55.97 57.04 58.11 59.18
KK
4/ 1/2005
TIME: 17:53
FOS15P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL F-3
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
IN
F 0 5
1 5 P
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION
INVERT
SECT
W S ELEV
102.78
52.66
36
60.47
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
105.78
52.71
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
145.54
53.28
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
163.01
53.54
36
0.013
0.00
45.53
0.00
0
ELEMENT NO
5 IS A REACH
UIS DATA STATIM
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
176.25
53.73
36
0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A SYSTEM HEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
176.25
53.73
36
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
LUSEE: WILLIAMSON & SCHMID
FOS15P
PAGE
1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL F-3
HYDRAULIC ANALYSIS - 100
-YEAR
STATION
INVERT
DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/El
SO
SF AVE
HF
NORM DEPTH
ZR
102.78
52.66
7.810 60.470
16.2
2.29
0.082
60.552
0.00
1.286
3.00
0.00
0.00
0
0.00
3.00
0.01667
.000590
0.00
0.880
0.00
105.78
52.71
7.762 60.472
16.2
2.29
0.082
60.554
0.00
1.286
3.00
0.00
0.00
0
0.00
39.76
0.01434
.000590
0.02
0.915
0.00
145.54
53.28
7.215 60.495
16.2
2.29
0.082
60.577
0.00
1.286
3.00
0.00
0.00
0
0.00
17.47
0.01488
.000590
0.01
0.906
0.00
163.01
53.54
6.977 60.517
16.2
2.29
0.082
60.599
0.00
1.286
3.00
0.00
0.00
0
0.00
13.24
0.01435
.000590
0.01
0.915
0.00
176.25
53.73
6.795 60.525
16.2
2.29
0.082
60.607
0.00
1.286
3.00
0.00
0.00
0
0.00
KE
102.78 I
104.28
105.78
107.28 I
108.78
110.28
111.78
113.28
114.78
116.27
117.77
119.27
120.77
122.27
123.77
125.27
126.77
128.27
129.77
131.27
132.77
134.27
135.77
137.27
138.77
140.26
141.76
143.26
144.76
146.26
147.76
149.26
150.76
152.26
153.76
155.26
156.76
158.26
159.76
161.26
162.76
164.25
165.75
167.25
168.75
170.25
171.75
173.25
174.75
176.25
SIERRA BUSINESS PARK - FCNTANA
LATERAL F-3
HYDRAULIC ANALYSIS - 100 -YEAR
C H
C H
I C
I
C
I
C
WE R
WE R
H WE R
H WE R
H W E. R
52.66 53.45 54.25 55.04 55.84 56.63
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X - CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
57.43 58.22 59.02 59.81 60.61
DATE: 4/ 1/2005
TIME: 17:56
F0515P
WATER SURFACE PROFILE -
CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
` F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
SIERRA BUSINESS PARK - FONTANA
LATERAL F-4
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5
1 5 P
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION
INVERT
SECT
W S ELEV
102.47
54.74
30
61.80
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
105.97
54.81
30
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
144.91
55.59
30
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
162.59
55.94
30
0.013
0.00
45.00
0.00
0
ELEMENT NO
5 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
176.42
56.22
30
0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A SYSTEM HEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
176.42
56.22
30
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS
NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
-asEE:
WILLIAMSON & SCHMID
Posisp
PAGE 1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK -
FONTANA
LATERAL F-4
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
102.47
54.74
7.060 61.800
13.2
2.69
0.112
61.912
0.00
1.222
2.50
0.00
0.00
0
0.00
3.50
0.02000
.001036
0.00
0.810
0.00
105.97
54.81
6.994 61.804
13.2
2.69
0.112
61.916
0.00
1.222
2.50
0.00
0.00
0
0.00
38.94
0.02003
.001036
0.04
0.810
0.00
144.91
55.59
6.254 61.844
13.2
2.69
0.112
61.956
0.00
1.222
2.50
0.00
0.00
0
0.00
17.68
0.01980
.001036
0.02
0.811
0.00
162.59
55.94
5.938 61.878
13.2
2.69
0.112
61.990
0.00
1.222
2.50
0.00
0.00
0
0.00
13.83
0.02025
.001036
0.01
0.810
0.00
176.42
56.22
5.672 61.892
13.2
2.69
0.112
62.004
0.00
1.222
2.50
0.00
0.00
0
0.00
102.47 I
103.98
105.49
107.00 I
108.51
110.02
111.53
113.03
114.54
116.05
117.56
119.07
120.58
122.09
123.60
125.11
126.62
128.13
129.64
131.14
132.65
134.16
135.67
137.18
138.69
140.20
141.71
143.22
144.73
146.24
147.75
149.25
150.76
152.27
153.78
155.29
156.80
158.31
159.82
161.33
162.84
164.35
165.86
167.36
168.87
170.38
171.89
173.40
174.91
176.42
SIERRA BUSINESS PARK - FCNTANA
LATERAL P-4
HYDRAULIC ANALYSIS - 100 -YEAR
I
C H
C H
I
I
C
C
C
H
H
WE R
WE R
W E . R
WE R
W E. R
54.74 55.47 56.19 56.92 57.65 58.37
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C - CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
59.10 59.82 60.55 61.28 62.00
0
DATE: 4/ 1/2005
TIME: 17:59
FOSiSP
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
SIERRA BUSINESS PARK - FONTANA
LATERAL F-5
HYDRAULIC ANALYSIS - 100 -YEAR
F 0 5
1 5 P
PAGE NO
2
WATER SURFACE
PROFILE - ELEMENT
CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET *
+
+
UIS DATA STATION
INVERT
SECT
W S ELEV
102.47
57.17
30
63.91
ELEMENT NO
2 IS A REACH *
*
+
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
105.97
57.24
30
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
144.91
58.02
30
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH *
*
+
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
162.59
58.37
30
0.013
0.00
45.00
0.00
0
ELEMENT NO
5 IS A REACH *
*
+
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
176.42
58.65
30
0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A SYSTEM HEADWORKS
+
+
UIS DATA STATION
INVERT
SECT
W S ELEV
176.42
58.65
30
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LSEE: WILLIAMSON & SCHMID
FO515P
_0
PAGE 1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL F-5
HYDRAULIC ANALYSIS - 100 -YEAR
STATION INVERT DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM SO
SF AVE
HF
NORM DEPTH
ZR
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
102.47 57.17 6.740 63.910
13.2
2.69
0.112
64.022
0.00
1.222
2.50
0.00
0.00
0
0.00
3.50 0.02000
.001036
0.00
0.810
0.00
105.97 57.24 6.674 63.914
13.2
2.69
0.112
64.026
0.00
1.222
2.50
0.00
0.00
0
0.00
38.94 0.02003
.001036
0.04
0.810
0.00
144.91 58.02 5.934 63.954
13.2
2.69
0.112
64.066
0.00
1.222
2.50
0.00
0.00
0
0.00
17.68 0.01980
.001036
0.02
0.811
0.00
162.59 58.37 5.618 63.988
13.2
2.69
0.112
64.100
0.00
1.222
2.50
0.00
0.00
0
0.00
13.83 0.02025
.001036
0.01
0.810
0.00
176.42 58.65 5.352 64.002
13.2
2.69
0.112
64.114
0.00
1.222
2.50
0.00
0.00
0
0.00
102.47 I
103.98
105.49
107.00 I
108.51
110.02
111.53
113.03
114.54
116.05
117.56
119.07
120.58
122.09
123.60
125.11
126.62
128.13
129.64
131.14
132.65
134.16
135.67
137.18
138.69
140.20
141.71
143.22
144.73
146.24
147.75
149.25
150.76
152.27
153.78
155.29
156.80
158.31
159.82
161.33
162.84
164.35
165.86
167.36
168.87
170.38
171.89
173.40
174.91
176.42
SIERRA BUSINESS PARK - FONTANA
LATERAL F-5
HYDRAULIC ANALYSIS - 100 -YEAR
C H
C H
I
I
C
C
C
WE R
WE R
H W E R
H WE R
H WE R
t 57.17 57.86 58.56 59.25 59.95 60.04
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H - HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
61.34 62.03 62.73 63.42 64.11
DA 4/ 1/2005
TIME: 18: 5
FOSiSP
WATER SURFACE PROFILE -
CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CEN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F O 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL F-6
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100-YEAR
PAGE NO 3
�
F 0 5 1 5 P
PACE NO
'd-W".'�■yam
2
WATER SURFACE PROFILE
- ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION
INVERT
SECT
W S ELEV
102.45
65.64
24
67.75
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
105.45
65.69
24 0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
124.14
65.97
24 0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
141.60
66.24
24 0.013
0.00
44.47
0.00
0
ELEMENT NO
5 IS A REACH
UIS DATA STATION
INVERT
SECT N
RADIUS
ANGLE
ANG PT
MAN H
170.11
66.68
24 0.013
0.00
0.00
0.00
0
EMEMEW NO
6 IS A SYSTEM HEADWORKS
UIS DATA STATIM
INVERT
SECT
W S ELEV
170.11
66.68
24
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR ETAL,S INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LIL ISEE:
WILLIAMSON & SCHMID
FO515P
PAS 1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL F-6
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
102.45
65.64
2.110
67.750
13.3
4.23
0.278
68.028
0.00
1.313
2.00
0.00
0.00
0
0.00
3.00
0.01667
.003456
0.01
0.950
0.00
105.45
65.69
2.070
67.760
13.3
4.23
0.278
68.038
0.00
1.313
2.00
0.00
0.00
0
0.00
6.11
0.01498
.003423
0.02
0.974
0.00
111.56
65.78
2.000
67.781.
13.3
4.23
0.278
68.059
0.00
1.313
2.00
0.00
0.00
0
0.00
12.58
0.01498
.003201
0.04
0.974
0.00
124.14
65.97
1.826
67.796
13.3
4.42
0.303
68.099
0.00
1.313
2.00
0.00
0.00
0
0.00
6.53
0.01546
.003111
0.02
0.970
0.00
130.67
66.07
1.715
67.786
13.3
4.64
0.334
68.120
0.00
1.313
2.00
0.00
0.00
0
0.00
3.13
0.01546
.003294
0.01
0.970
0.00
133.80
66.12
1.661
67.780
13.3
4.77
0.353
68.133
0.00
1.313
2.00
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
133.80
66.12
1.012
67.131
13.3
8.34
1.080
68.211
0.00
1.313
2.00
0.00
0.00
0
0.00
7.80
0.01546
.012643
0.10
0.970
0.00
141.60
66.24
1.043
67.283
13.3
8.03
1.002
68.285
0.00
1.313
2.00
0.00
0.00
0
0.00
10.35
0.01543
.011426
0.12
0.970
0.00
151.95
66.40
1.075
67.475
13.3
7.73
0.927
68.402
0.00
1.313
2.00
0.00
0.00
0
0.00
8.09
0.01543
.010208
0.08
0.970
0.00
160.04
66.53
1.117
67.642
13.3
7.37
0.843
68.485
0.00
1.313
2.00
0.00
0.00
0
0.00
4.93
0.01543
.009014
0.04
0.970
0.00
164.97
66.60
1.162
67.763
13.3
7.02
0.766
68.529
0.00
1.313
2.00
0.00
0.00
0
0.00
3.03
0.01543
.007971
0.02
0.970
0.00
L BE:
WILLIAMSON
& SCBMID
FO515P
PAGE
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL F-6
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
BEAD GRD. EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
r##+###+#+###+###+##+#++#+#+####+##+++##++#++####t#+##++##+###++###+#+##+++##r##++#++#r+rrtr+r+rrrrrrtrrrt+rrrrrtrrrrrrtrrrrr#+rrrr
168.00
66.65
1.209 67.856 13.3 6.70
0.696 68.552
0.00
1.313
2.00
0.00
0.00
0
0.00
1.71
0.01543
.007055 0.01
0.970
0.00
169.71
66.67
1.258 67.932 13.3 6.39
0.633 68.565
0.00
1.313
2.00
0.00
0.00
0
0.00
0.40
0.01543
.006249 0.00
0.970
0.00
170.11
-66.68
1.313 67.993 13.3 6.08
0.575 68.568
0.00
1.313
2.00
0.00
0.00
0
0.00
Y
SIERRA BUSINESS PARK - FCNTANA
LATERAL F-6
HYDRAULIC ANALYSIS - 100 -YEAR
102.45 I C
103.83
105.21
106.59 I C
107.97
109.35
110.73
112.12 I C
113.50
114.88
116.26
117.64
119.02
120.40
121.78
123.16
124.54 I
125.92
127.30
128.69
130.07
131.45 I
132.83
134.21 I
135.59 I
136.97
138.35
139.73
141.11
142.49 I
143.87
145.26
146.64
148.02
149.40
150.78
152.16
153.54
154.92
156.30
157.68
159.06
160.44
161.83
163.21
164.59
16 5.97
167.35
168.73
170.11
H W E R
H N E R
X E R
C W H E R
C W H E R
C W HE R
W C H E R
W C H E R
I W C X R
I W C E H R
I W C E H R
I W C E H R
I W C E H R
65.64 65.94 66.25 66.55 66.86 67.16 67.46 67.77 68.07 68.38 68.68
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B - BRIDGE; ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
K-,
4/ 1/2005
TIME: 18: 8
F0515P
WATER SURFACE PROFILE - CHA EL DEFINITION LISTING PAGE 1
CARD
SECT
CEN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
PAC=E NO 3
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL F-7
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAC=E NO 3
P 0 5
1 5 P
PAGE NO
2
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
101.97
68.08
24
68.99
ELEMENT NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
105.47
68.14
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
140.22
68.74
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
157.89
69.05
24
0.013
0.00
45.00
0.00
0
ELEMENT NO
5 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
175.04
69.35
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A SYSTEM HEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
175.04
69.35
24
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING,
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR E013ALS INVERT T'LEVATION IN HDWKDS, W.S.ELEV - INV
+ DC
LI WILLIAMSCN & SCHMID
FOSiSP
PACE 1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS
PARK - FONTANA
LATERAL F-7
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/El
SO
SF AVE HF
NORM DEPTH
ZR
101.97
68.08
0.876
68.956
11.4
8.61
1.151 70.107
0.00
1.212
2.00
0.00
0.00
0
0.00
3.50
0.01714
.016044 0.06
0.860
0.00
105.47
68.14
0.878
69.018
11.4
8.59
1.146 70.164
0.00
1.212
2.00
0.00
0.00
0
0.00
6.00
0.01727
.015886 0.10
0.860
0.00
111.47
68.24
0.881
69.125
11.4
8.55
1.134 70.259
0.00
1.212
2.00
0.00
0.00
0
0.00
28.75
0.01727
.014820 0.43
0.860
0.00
140.22
68.74
0.914
69.654
11.4
8.15
1.031 70.685
0.00
1.212
2.00
0.00
0.00
0
0.00
7.33
0.01754
.013454 0.10
0.853
0.00
147.55
68.87
0.930
69.799
11.4
7.97
0.985 70.784
0.00
1.212
2.00
0.00
0.00
0
0.00
10.34
0.01754
.012258 0.13
0.853
0.00
157.89
69.05
0.965
70.015
11.4
7.59
0.896 70.911
0.00
1.212
2.00
0.00
0.00
0
0.00
6.19
0.01749
.010840 0.07
0.853
0.00
164.08
69.16
0.998
70.156
11.4
7.27
0.821 70.977
0.00
1.212
2.00
0.00
0.00
0
0.00
4.64
0.01749
.009598 0.04
0.853
0.00
168.72
69.24
1.036
70.276
11.4
6.93
0.747 71.023
0.00
1.212'
2.00
0.00
0.00
0
0.00
3.09
0.01749
.008457 0.03
0.853
0.00
171.81
69.29
1.076
70.369
11.4
6.61
0.678 71.047
0.00
1.212
2.00
0.00
0.00
0
0.00
1.86
0.01749
.007461 0.01
0.853
0.00
173.67
69.33
1.119
70.445
11.4
6.30
0.617 71.062
0.00
1.212
2.00
0.00
0.00
0
0.00
1.11
0.01749
.006589 0.01
0.853
0.00
174.78
69.34
1.163
70.508
11.4
6.01
0.561 71.069
0.00
1.212
2.00
0.00
0.00
0
0.00
0.26
0.01749
.005820 0.00
0.853
0.00
LI v EE:
WILLIAMSON & SCHMID
POS15P''
PAGE 2
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL F-7
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT DEPTH W.S. Q VEL
VEL ENERGY SUPER
CRITICAL HGT/
BASE/
ZL NO AVBPR
ELEV OF FLOW ELEV
HEAD GRD.EL. ELLV
DEPTH DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
175.04
69.35 1.212 70.562 11.4 5.72
0.509 71.071 0.00
1.212 2.00
0.00
0.00 0 0.00
1-0
SIERRA BUSINESS PARK - FCNTANA
LATERAL P-7
HYDRAULIC ANALYSIS - 100 -YEAR
101.97 I
W C
K
R
103.46
104.95
106.44 2
W C
HE
R
107.93
109.43
110.92
112.41 2
W C
X
R
113.90
115.39
116.88
118.37
119.86
121.36
122.85
124.34
125.83
127.32
128.81
130.30
131.79
133.29
134.78
136.27
137.76
139.25
140.74
I
W C E H
R
142.23
143.72
145.22
146.71
148.20
I
W C E g
R
149.69
151.18
152.67
154.16
155.65
157.15
158.64
I
W C E g
R
160.13
161.62
163.11
164.60
I
w C E H
R
166.09
167.58
169.08
I
170.57
W C E H
R
172.06
I
173.55
W C g g
R
175.04
I
W C E H
R
68.08 68.41 68.73 69.06 69.39 69. 70.04
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H - HEIGMT OF CHANNEL
E - ENERGY GRADE LINE
X a CURVES CROSSING OVER
B s BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NCYr BE PLOTTED EXACTLY
70.37 70.70 71.02 71.35
DA c: 4/ 1/2005 `
TIME: 18:13
FOSISP
WATER SURFACE PROFILE - CHANNEI, DEFINITION LISTING PAGE 1
CARD
SECT
CEN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(S) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.SO
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA $USINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL F-8
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5
1 5 P
PAGE NO
2
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
UIS DATA STATION
INVERT
SECT
W S ELEV
102.47
59.39
30
66.09
ELS NO
2 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
105.97
59.46
30
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
144.91
60.24
30
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
162.59
60.59
30
0.013
0.00
45.00
0.00
0
ELEMENT NO
5 IS A REACH
UIS DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
176.42
60.87
30
0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A SYSTEM HEADWORKS
UIS DATA STATION
INVERT
SECT
W S ELEV
176.42
60.87
30
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT
ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
\
LIt...4SEE:
WILLIAMSON
& SCHMID
FO515
PAGE
1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL F-8
HYDRAULIC ANALYSIS - 100-:YEAR
STATIM
INVERT
DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
f3RD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/Et
SO
SF AVE
HF
NORM DEPTH
ZR
102.47
59.39
6.700 66.090
26.3
5.36
0.446
66.536
0.00
1.748
2.50
0.00
0.00
0
0.00
3.50
0.02000
.004111
0.01
1.180
0.00
105.97
59.46
6.644 66.104
26.3
5.36
0.446
66.550
0.00
1.748
2.50
0.00
0.00
0
0.00
38.94
0.02003
.004111
0.16
1.180
0.00
144.91
60.24
6.024 66.264
26.3
5.36
0.446
66.710
0.00
1.748
2.50
0.00
0.00
0
0.00
17.68
0.01980
.004111
0.07
1.183
0.00
162.59
60.59
5.810 66.400
26.3
5.36
0.446
66.846
0.00
1.748
2.50
0.00
0.00
0
0.00
13.83
0.02025
.004111
0.06
1.175
0.00
176.42
60.87
5.587 66.457
26.3
5.36
0.446
66.903
0.00
1.748
2.50
0.00
0.00
0
0.00
SIERRA BUSINESS PARK - FCTITANA
LATERAL F-8
HYDRAULIC ANALYSIS - 100 -YEAR
102.47 .I
C H
W E R
103.98
105.49
107.00 I
C H
W E R
108.51
110.02
111.53
113.03
114.54
116.05
117.56
119.07
120.58
122.09
123.60
125.11
126.62
128.13
129.64
131.14
132.65
134.16
135.67
137.18
138.69
140.20
141.71
143.22
144.73
146.24
I C H
W E R
147.75
149.25
150.76
152.27
153.78
155.29
156.80
158.31
159.82
161.33
162.84
I C
H
W E R
164.35
165.86
167.36
168.87
170.38
171.89
173.40
174.91
176.42
I C
H
W E- R
59.3 9 60.14 60.89 61.64 62.40
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C @ CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H e HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X s CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
63.90 64.65 65.40 66.15 66.90 "6
t\
D)►T8:
3/14/2005
TIME:
15:20
F0515P
WATER SURFACE PROFILE -
CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CAN
NO OF AVE PIER HEIMT 1 BASE ZL ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL T
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100-YEAR
PAGE NO 3
F 0 5 1 5 P
PAGE NO
2
t
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
143.88 53.92 24
60.00
ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
157.15 54.05 24 0.013
0.00
33.79
0.00
0
ELEMENT NO
3 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N
Q3 Q4 INVERT -3 INVERT -4
PHI 3
PHI 4
160.82 54.13 24 18 0 0.013
0.1 0.0 54.66
0.00
90.00
0.00
ELEMENT NO
4 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
172.82 54.35 24 0.013
0.00
0.00
0.00
0
ELEMENT NO
5 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
172.82 54.35 24
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS
INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LICENSEE: WILLIAMSON & SCHMID
FOS15P
PAGE 1
WATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARR - FONTANA
LATERAL T
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S.
Q VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
143.88
53.92
6.080 60.000
12.0 3.82
0.226
60.226
0.00
1.245
2.00
0.00
0.00
0
0.00
13.27
0.00980
.002814
0.04
1.040
0.00
157.15
54.05
6.015 60.065
12.0 3.82
0.226
60.291
0.00
1.245
2.00
0.00
0.00
0
0.00
JUNCT STR
0.02180
.002791
0.01
0.00
160.82
54.13
5.953 60.083
11.9 3.79
0.223
60.306
0.00
1.239
2.00
0.00
0.00
0
0.00
12.00
0.01833
.002767
0.03
0.863
0.00
172.82
54.35
5.766 60.116
11.9 3.79
0.223
60.339
0.00
1.239
2.00
0.00
0.00
0
0.00
143.88 I
144.47
145.06
145.65
146.24
146.83
147.42
148.01
148.60
149.20
149.79
150.38
150.97
151.56
152.15
152.74
153.33
153.92
154.51
155.10
155.69
156.28
156.87
157.46 I
158.05
158.65
159.24
159.83
160.42
161.01 I
161.60
162.19
162.78
163.37
163.96
164.55
165.14
165.73
166.32
166.91
167.50
168.10
168.69
169.28
169.87
170.46
171.05
171.64
172.23
172.82
I
SIERRA BUSINESS PARR - HONTANA
LATERAL T
HYDRAULIC ANALYSIS - 100 -YEAR
C H
C H
C H
C H
W E R
W E JX
W E R
W E. R
53.92 54.56 55.20 55.85 56.49 57.13 57.77 58.41 59.06 59.70 60.34
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
�,
DATE:
2/24/2005
TIME:
11:16
F0515P
WATER SURFACE PROFILE - GANNET, DEFINITION LISTING PAGE 1
CARD
SECT CHN
NO OF AVE PIER HEIGHT 1 BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD
18 4
1.50
CD
24 4
2.00.
CD
30 4
2.50
CD
36 4
3.00
CD
42 4
3.50
CD
48 4
4.00
CD
54 4
4.50
CD
60 4
5.00
CD
66 4
5.50
CD
72 4
6.00
CD
78 4
6.50
CD
84 4
7.00
CD
90 4
7.50
CD
96 4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARS - FONTANA
READING LINE NO 2 IS -
LATERAL J-4
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5 1 5 P
PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
285.69 55.91 24
58.91
ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT MAN H
327.75 55.99 24 0.013
0.00 0.00 0.00 0
ELEMENT NO
3 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
327.75 55.99 24
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
LICENSEE:
WILLIAMSON & SCHMID
F0515P
PAGE 1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
LATERAL J-4
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH W.S. Q VEL
VEL ENERGY SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLAW ELEV
HEAD GRD.EL. ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
285.69
55.91
3.000 58.910 4.6 1.46
0.033 58.943 0.00
0.754
2.00
0.00
0.00
0 0.00
42.06
0.00190
.000413 0.02
0.960
0.00
327.75
55.99
2.937 58.927 4.6 1.46
0.033 58.960 0.00
0.754
2.00
0.00
0.00
0 0.00
** WARNM NO. 22 ** - NO PLOT GENERATED, BAD DATA OR NOT ENOUGH POINTS, 3 OR LESS
1
DATE: 2/24/2005
TIME: 17: 7
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
EXISTING LINE B2 - SLOVER AVENUE STORM DRAIN PLANS
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5
1 5 P
PAGE NO
2
WATER SURFACE
PROFILE - ELEMENT
CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
W S ELEV
3.25
79.52
24
86.43
ELEMENT NO
2 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
8.07
79.60
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
«
«
«
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
32.61
79.98
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
79.73
80.71
24
0.013
0.00
60.00
0.00
0
ELEMENT NO
5 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
272.25
83.68
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
276.75
83.72
24
0.013
0.00
0.00
0.00
1
ELEMENT NO
7 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
338.01
84.20
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
8 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
408.70
84.77
24
0.013
0.00
90.00
0.00
0
ELEMENT NO
9 IS A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
468.20
85.25
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
10 IS A SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
W S ELEV
468.20
85.25
24
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS
NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION GIVEN IS LESS
THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV
+ DC
LICENSEE:
WILLIAMSON & SCHMID
FOS15P
PAGE 1
WATER
SURFACE PROFILE LISTING
SIERRA BUSINESS PARK - FONTANA
EXISTING
LINE B2
- SLOVER AVENUE STORM DRAIN PLANS
HYDRAULIC ANALYSIS - 100-YEAR
STATION
INVERT
DEPTH
W. S.
4
VEL
VEL ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLAW
ELEV
HEAD GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE HF
NORM DEPTH
ZR
+x+++++x+xx+xx+++++++++x+x+++xxxxx+x++++xxx++++xxxx+x+++++xxxxxxxxxxxx+x++++x++xxx+xxxxxxx+x++xxxxx++++++xx+++x+++x++++++x+++xx++++
3.25
79.52
6.910
86.430
20.3
6.46
0.648 87.078
0.00
1.617
2.00
0.00
0.00
0
0.00
4.82
0.01660
.008052 0.04
1.230
0.00
8.07
79.60
6.869
86.469
20.3
6.46
0.648 87.117
0.00
1.617
2.00
0.00
0.00
0
0.00
24.54
0.01549
.008052 0.20
1.260
0.00
32.61
79.98
6.686
86.666
20.3
6.46
0.648 87.314
0.00
1.617
2.00
0.00
0.00
0
0.00
47.12
0.01549
.008052 0.38
1.260
0.00
79.73
80.71
6.442
87.152
20.3
6.46
0.648 87.800
0.00
1.617
2.00
0.00
0.00
0
0.00
192.52
0.01543
.008052 1.55
1.260
0.00
272.25
83.68
5.022
88.702
20.3
6.46
0.648 89.350
0.00
1.617
2.00
0.00
0.00
0
0.00
4.50
0.00889
.008052 0.04
1.560
0.00
276.75
83.72
5.051
88.771
20.3
6.46
0.648 89.419
0.00
1.617
2.00
0.00
0.00
0
0.00
61.26
0.00783
.008052 0.49
1.670
0.00
338.01
84.20
5.064
89.264
20.3
6.46
0.648 89.912
0.00
1.617
2.00
0.00
0.00
0
0.00
70.69
0.00806
.008052 0.57
1.640
0.00
408.70
84.77
5.193
89.963
20.3
6.46
0.648 90.611
0.00
1.617
2.00
0.00
0.00
0
0.00
59.50
0.00807
.008052 0.48
1.640
0.00
468.20
85.25
5.192.
90.442
20.3
6.46
0.648 91.090
0.00
1.617
2.00
0.00
0.00
0
0.00
.........
SIERRA BUSINESS PARK - PONTANA
MCISTIM LINE B2 - SLOVFR AVENUE STORK DRAIN PLANS
HYDRAULIC ANALYSIS 100 -YEAR
3.25 I
c H w E
R
12.74 1
C H w 2
R
22.23
31.72
41.21 1
C H w E
R
50.69
60.18
69.67
79.16
88.65
I c H w E
R
98.14
107.63
117.12
126.60
136,09
145.58
155.07
164.56
174.05
183.54
193.03
202.51
212.00
221.49
230.98
240.47
249.96
259.45
268.94
278.42
I C H
w E R
287.91
I C H
w E R
297.40
306.89
316.38
325.87
335.36
344.85
I C H
w E R
354.33
363.82
373.31
382.80
392.29
401.78
411.27
I C H
w E R
420.76
430.24
439.73
449.22
458.71
468.20
I C H
w 3 R
f,
1
79.52 80.68 81.83 82.99 84.15 85.30
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H - HEIGHT OF CHANNEL
E . ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
86.46 87.62 88.78 89.93 91.09
ra
1
DATE: 2/24/2005
TIME: 17: 9
FOS15P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD
SECT
CEN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
CD
78
4
6.50
CD
84
4
7.00
CD
90
4
7.50
CD
96
4
8.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SIERRA BUSINESS PARK - FONTANA
HEADING LINE NO 2 IS -
LATERAL B-2
HEADING LINE NO 3 IS -
HYDRAULIC ANALYSIS - 100 -YEAR
PAGE NO 3
F 0 5
1 5 P
PAGE NO
2
WATER SURFACE
PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
101.00
84.85
24
90.03
ELEMENT NO
2 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
103.00
84.86
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
132.90
85.05
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
4 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
168.24
85.28
24
0.013
0.00
90.00
0.00
0
ELEMENT NO
5 IS A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
179.94
85.35
24
0.013
0.00
0.00
0.00
0
ELEMENT NO
6 IS A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
179.94
85.35
24
0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.
2 ** - WATER SURFACE ELEVATION
GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
LICENSEE: WILLIAMSON & SCHMID
F052SP
PAGE 1
HATER
SURFACE
PROFILE LISTING
SIERRA BUSINESS
PARR - FONTANA
LATERAL 2-2
HYDRAULIC ANALYSIS - 100 -YEAR
STATION
INVERT
DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
++r+rr++++++t++++++++r+++++++r++++++++r++r++++r+++++++r++r+++++++r+r++r+++r+++++++++r+++++rrrr+r+r+r++++rr++++++r+r++rrr++++rr++r+r
101.00
84.85
5.180 90.030
20.3
6.46
0.648
90.678
0.00
1.617
2.00
0.00
0.00
0
0.00
2.00
0.00500
.008052
0.02
2.000
0.00
103.00
84.86
5.186 90.046
20.3
6.46
0.648
90.694
0.00
1.617
2.00
0.00
0.00
0
0.00
29.90
0.00636
.008052
0.24
2.000
0.00
132.90
85.05
5.237 90.287
20.3
6.46
0.648
90.935
0.00
1.617
2.00
0.00
0.00
0
0.00
35.34
0.00651
.008052
0.28
2.000
0.00
168.24
85.28
5.421 90.701
20.3
6.46
0.648
91.349
0.00
1.617
2.00
0.00
0.00
0
0.00
11.70
0.00598
.008052
0.09
2.000
0.00
179.94
85.35
5.445 90.795
20.3
6.46
0.648
91.443
0.00
1.617
2.00
0.00
0.00
0
0.00
101.00 I
102.61
104.22 I
105.83
107.44
109.06
110.67
112.28
113.89
115.50
117.11
118.72
120.33
121.94
123.55
125.17
126.78
128.39
130.00
131.61
133.22 I
134.83
136.44
138.05
139.66
141.28
142.89
144.50
146.11
147.72
149.33
150.94
152.55
154.16
155.77
157.39
159.00
160.61
162.22
163.83
165.44
167.05
168.66 I
170.27
171.88
173.50
175.11
176.72
178.33
179.94 I
SIERRA BUSINESS PARK - FONTANA
LATERAL B-2
HYDRAULIC ANALYSIS - 100 -YEAR
C H
C H
C H
C H
C H
w E
W
E
R
R
R
R
W E. R
84.85 85.51 86.17 86.83 87.49 88.15
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C a CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y . WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
88.81 89.47 90.12 90.78 91.44
O
9
Technical Appendix P
Hydraulic Analysis
Sierra Avenue / Slover Avenue Storm Drain
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION)
(c) copyright 1982-93 Advanced Engineering software (aes)
Ver. 4.6A Release Date: 7/18/93 License ID 1202
Analysis prepared by:
HUITT-ZOLLARS, INC.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
************************** DESCRIPTION OF STUDY **************************
* SIERRA BUSINESS PARK
* SIERRA AVENUE / SLOVER AVENUE STORM DRAIN - DETENTION BASIN TO LINE B
* 100 -YEAR HYDRAULIC ANALYSIS
**************************************************************************
------------------------------------------------------------------------------
FILE NAME: SBPMA100.HGL
TIME/DATE OF STUDY: 8:25
7/16/2004
******************************************************************************
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: "*"
indicates nodal point
data used.)
UPSTREAM RUN
DOWNSTREAM
RUN
NODE
MODEL
PRESSURE
PRESSURE+
FLOW
PRESSURE+
NUMBER
PROCESS
HEAD(FT)
MOMENTUM(POUNDS)
DEPTH(FT) MOMENTUM(POUNDS)
4997.86-
8.42*
28634.40
5.08
26859.37
}
FRICTION
}
HYDRAULIC JUMP
5262.77-
7.32
26112.86
4.57*
28835.30
}
FRICTION+BEND
5347.58-
6.86
25523.25
4.38*
29829.46
}
FRICTION
5355.57-
6.81
25474.37
4.36*
29932.82
}
JUNCTION
2252.33-
6.48*DC 27519.51
6.48*Dc
27519.51
}
FRICTION
2736.17-
8.55*
31520.73
6.48 Dc
27519.51
}
JUNCTION
2740.83-
9.13*
30826.70
6.30 Dc
25013.43
}
FRICTION
3121.17-
9.96*
33123.42
6.30 Dc
25013.43
}
JUNCTION
3125.83-
9.97*
33147.70
6.30 Dc
25013.43
}
FRICTION
3565.58-
10.93*
35796.13
6.30 Dc
25013.43
}
JUNCTION
3582.33-
12.23*
35016.42
4.77
21195.67
}
FRICTION
3590.58-
12.24*
35036.01
4.74
21269.27
}
JUNCTION
3607.33-
9.48*
13869.44
2.58
11928.43
}
FRICTION
}
HYDRAULIC JUMP
3787.69-
4.22*DC 8834.41
4.22*DC
8834.41
}
JUNCTION
3794.35-
5.00*
8727.56
4.16 DC
8111.70
}
FRICTION
4125.00-
6.07*
9788.06
4.16 Dc
8111.70
}
JUNCTION
4125.00-
7.35*
9131.49
3.56
6151.67
r
Page 1
`
} FRICTION
4247.67-
7.25*
9031.64 3.71
6101.16
} MANHOLE
4252.33-
7.30*
9083.82 3.51
6176.96
} FRICTION
4719.80-
6.90*
8684.02 3.50
6185.94
} JUNCTION
4724.46-
6.84*
8624.73 3.53
6167.91
} FRICTION
4975.00-
6.62*
8410.11 3.91
DC 6076.29
} JUNCTION
4975.00-
7.52*
7646.05 2.80
4474.11
} FRICTION
5219.37-
6.50*
6634.90 2.51
4824.97
} JUNCTION
5227.28-
5.30*
5642.04 3.19
4540.59
} FRICTION
5300.00-
5.25*
5601.10 3.24
4524.00
} JUNCTION
5300.00-
5.26*
5608.63 3.20
4535.72
} FRICTION
5574.44-
5.15*
5525.08 3.13
4566.05
} FRICTION+BEND
5602.48-
5.13*
5508.73 3.13
4569.02
} JUNCTION
5607.14-
4.46*
4674.80 3.27
DC 4051.30
------------------------------------------------------------------------------
MAXIMUM NUMBER OF
------------------------------------------------------------------------------
ENERGY BALANCES USED IN EACH PROFILE =
25
NOTE: STEADY FLOW
HYDRAULIC HEAD -LOSS COMPUTATIONS BASED
ON THE MOST
CONSERVATIVE FORMULAE FROM THE
CURRENT LACRD,LACFCD, AND
OCEMA
DESIGN MANUALS.
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 4997.86
FLOWLINE ELEVATION = 1031.08
PIPE FLOW = 645.50 CFS
PIPE DIAMETER = 108.00
INCHES
ASSUMED DOWNSTREAM CONTROL HGL
= 1039.500
------------------------------------------------------------------------------
NODE 4997.86 : HGL = < 1039.500>;EGL= < 1041.189>;FLOWLINE= < 1031.080>
FLOW PROCESS FROM
NODE 4997.86
TO NODE 5262.77 IS CODE
= 1
UPSTREAM NODE 5262.77 ELEVATION = 1032.41 (HYDRAULIC JUMP OCCURS)
------------------------------------------------------------------------------
CALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
645.50 CFS
PIPE DIAMETER = 108.00 INCHES
PIPE LENGTH =
264.91 FEET
MANNING'S N = .01300
------------------------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM RUN
ANALYSIS RESULTS
------------------------------------------------------------------------------
NORMAL DEPTH(FT) =
5.71
CRITICAL DEPTH(FT)
= 6.29
----- _ -__- _ - ______--__---_________==_____��
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.57 Y
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC) ENERGY(FT)
MOMENTUM(POUNDS)
.000
4.567
19.907 10.725
28835.30
21.545
4.613
19.658 10.618
28617.3.1
43.384
4.659
19.416 10.516
28407.82
65.547
4.704
19.180 10.420
28207.18
88.064
4.750
18.949 10.329
28014.94
110.971
4.795
18.724 10.243
27830.87
134.311
4.841
18.505 10.161
27654.75
Page 2
FLOW PROCESS FROM NODE 5347.58 TO NODE 5355.57 IS CODE = 1
UPSTREAM NODE 5355.57 ELEVATION = 1032.87 (FLOW IS SUPERCRITICAL)
------------------------------------------------------------------------------
�""` CALCULATE FRICTION LOSSES(LACFCD):
Page 3
,,J
158.132
4.886
18.291
10.084
1
27486.35
182.490
4.932
18.082
10.012
27325.47
207.453
4.977
17.877
9.943
27171.92
233.100
5.023
17.678
9.878
27025.49
259.530
5.068
17.483
9.818
26886.02
264.910
------------------------------------------------------------------------------
5.077
17.445
9.806
26859.37
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT)
= 8.42
GRADUALLY VARIED
------------------------------------------------------------------------------
FLOW PROFILE
COMPUTED INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT) MOMENTUM(POUNDS)
.000
8.420
10.427
10.109
28634.40
23.567
8.335
10.493
10.046
28388.61
46.546
8.249
10.564
9.984
28151.14
68.979
8.164
10.640
9.923
27921.97
90.896
8.079
10.721
9.865
27701.09
112.320
7.993
10.806
9.808
27488.56
133.264
7.908
10.896
9.753
27284.44
153.736
7.823
10.991
9.700
27088.84
173.737
7.737
11.090
9.648
26901.87
193.262
7.652
11.194
9.599
26723.67
212.301
7.567
11.303
9.552
26554.40
230.839
7.481
11.417
9.507
26394.22
248.851
7.396
11.535
9.464
26243.31
264.910
7.318
11.649
9.426
26112.86
------------------------END
OF HYDRAULIC JUMP ANALYSIS-----------------------
PRESSURE+MOMENTUM BALANCE OCCURS
AT 110.14 FEET UPSTREAM OF
NODE 4997.86
DOWNSTREAM DEPTH = 8.002
---------------------------------------------------------------------------
FEET UPSTREAM CONJUGATE DEPTH
= 4.880 FEET I
NODE 5262.77
: HGL = < 1036.978>;EGL= <
1043.135>;FLOWLINE= < 1032.410>
FLOW PROCESS FROM NODE 5262.77 TO NODE
5347.58 IS CODE = 3
UPSTREAM NODE
------------------------------------------------------------------------------
5347.58 ELEVATION = 1032.83 (FLOW IS SUPERCRITICAL)
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW =
645.50 CFS
PIPE DIAMETER = 108.00
INCHES
CENTRAL ANGLE
= 32.000 DEGREES
MANNING'S N = .01300
PIPE LENGTH =
84.81 FEET
------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 5.73
CRITICAL DEPTH(FT) =
6.29
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) _
4.38
----------------------------------------- -__---
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT) MOMENTUM(POUNDS)
.000
4.381
20.995
11.230
29829.46
24.193
4.435
20.668
11.072
29524.48
48.663
4.489
20.351
10.924
29233.66
73.439
4.543
20.043
10.785
28956.46
84.810
------------------------------------------------------------------------------
4.567
19.907
10.725
28835.30
NODE 5347.58 :
HGL = < 1037.211>;EGL= <
1044.060>;FLOWLINE= < 1032.830>
FLOW PROCESS FROM NODE 5347.58 TO NODE 5355.57 IS CODE = 1
UPSTREAM NODE 5355.57 ELEVATION = 1032.87 (FLOW IS SUPERCRITICAL)
------------------------------------------------------------------------------
�""` CALCULATE FRICTION LOSSES(LACFCD):
Page 3
,,J
PIPE FLOW = 645.50 CFS PIPE DIAMETER = 108.00 INCHES
PIPE LENGTH = 7.99 FEET MANNING'S N = .01300
------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 5.71 CRITICAL DEPTH(FT) = 6.29
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.36
- - --- - --------------- GRADUALLY VARIED VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 4.363 21.105 11.284 29932.82
7.990 4.381 20.995 11.230 29829.46
7 -------------------------------------------------------------------------
NODE 5355.57 : HGL = < 1037.233>;EGL= < 1044.154>;FLOWLINE= < 1032.870>
FLOW PROCESS FROM NODE 2247.67 TO NODE 2252.33 IS CODE = 5
UPSTREAM NODE 2252.33 ELEVATION = 1033.77 (FLOW IS SUPERCRITICAL)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
FLOW PROCESS FROM
NODE 2252.33 TO NODE
PIPE FLOW DIAMETER ANGLE FLOWLINE
CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM 645.50 90.00 .00 1033.77
6.48
15.919
DOWNSTREAM 645.50 108.00 - 1032.87
6.29
21.112
LATERAL #1 .00 .00 .00 .00
.00
.000
LATERAL #2 .00 .00 .00 .00
.00
.000
Q5 .00== Q5 EQUALS BASIN INPUT===
7.50 CRITICAL
DEPTH(FT) =
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DOWNSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
DISTANCE FROM
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
.00651
CONTROL(FT)
f DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
.01188
.000
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00920
10.410
27519.51
JUNCTION LENGTH = 4.66 FEET
6.516 15.832
10.411
FRICTION LOSSES = 043 FEET ENTRANCE LOSSES
= .000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
10.413
27526.21
JUNCTION LOSSES = .026)+( .000) = .026
-------------------
6.598 15.675
10.416
--------------------------------------
NODE 2252.33 : HGL = < 1040.245>;EGL= < 1044.180>;FLOWLINE= < 1033.770>
******************************************************************************
FLOW PROCESS FROM
NODE 2252.33 TO NODE
2736.17 IS CODE = 1
UPSTREAM NODE 2736.17 ELEVATION =
------------------------------------------------------------------------------
1035.71 (FLOW UNSEALS
IN REACH)
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW =
645.50 CFS PIPE
DIAMETER = 90.00
INCHES
PIPE LENGTH =
483.84 FEET MANNING'S N = .01300
___> NORMAL PIPEFLOW IS PRESSURE FLOW
------------------------------------------------------------------------------
NORMAL DEPTH(FT) =
7.50 CRITICAL
DEPTH(FT) =
6.48
DOWNSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
= 6.48
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH VELOCITY
SPECIFIC •PRESSURE+
CONTROL(FT)
(FT) (FT/SEC)
ENERGY(FT) MOMENTUM(POUNDS)
.000
6.475 15.914
10.410
27519.51
.268
6.516 15.832
10.411
27521.19
1.083
6.557 15.753
10.413
27526.21
2.455
6.598 15.675
10.416
27534.56
4.399
6.639 15.600
10.420
27546.22
6.924
6.680 15.528
10.426
27561.17
Page 4
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00619
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00707
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00663
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .031 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = .171)+( .000) _ .171
------------------- -------------------------------------
NODE 2740.83 : HGL = < 1044.848>;EGL= < 1047.750>;FLOWLINE= < 1035.720>
FLOW PROCESS FROM NODE 2740.83 TO NODE 3121.17 IS CODE = 1
UPSTREAM NODE 3121.17 ELEVATION = 1037.24 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 603.99 CFS PIPE DIAMETER = 90.00 INCHES
PIPE LENGTH = 380.34 FEET MANNING'S N = .01300
SF=(Q/K)**2 =(( 603.99)/( 7678.758))**2 = .00619
HF=L*SF = ( 380.34)*( .00619) = 2.353
NODE 3121.17 : HGL = < 1047.201>;EGL= < 1050.103>;FLOWLINE= < 1037.240>
******************************************************************************
FLOW PROCESS FROM NODE 3121.17 TO NODE 3125.83 IS CODE = 5
Page 5
! 10.041
6.721
15.457
10.433
27579.41
13.758
6.762
15.389
10.442
27600.94
18.081
6.803
15.323
10.451
27625.75
23.016
6.844
15.259
10.462
27653.85
28.564
6.885
15.197
10.474
27685.26
34.725
6.926
15.138
10.487
27719.99
41.499
6.967
15.081
10.501
27758.08
48.878
7.008
15.027
10.516
27799.57
56.856
7.049
14.975
10.533
27844.50
65.421
7.090
14.925
10.551
27892.94
74.559
7.131
14.878
10.570
27944.98
84.252
7.172
14.834
10.591
28000.72
94.479
7.213
14.792
10.613
28060.29
105.216
7.254
14.754
10.636
28123.88
116.434
7.295
14.719
10.661
28191.70
128.104
7.336
14.687
10.687
28264.08
140.191
7.377
14.659
10.716
28341.46
152.662
7.418
14.635
10.746
28424.52
165.481
7.459
14.617
10.779
28514.51
178.645
7.500
14.607
10.815
28614.41
FLOW IS UNDER
PRESSURE
483.840
8.554
14.611
11.869
31520.74
------------------------------------------------------------------------------
NODE 2736.17
: HGL = < 1044.264>;EGL= <
1047.579>;FLOWLINE= <
1035.710>
FLOW PROCESS FROM
NODE 2736.17 TO NODE
2740.83 IS CODE = 5
UPSTREAM NODE
------------------------------------------------------------------------------
2740.83 ELEVATION = 1035.72 (FLOW IS UNDER PRESSURE)
CALCULATE JUNCTION LOSSES:
PIPE
FLOW DIAMETER
ANGLE
FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES)
(DEGREES)
ELEVATION DEPTH(FT.)
(FT/SEC)
i UPSTREAM
603.99 90.00
.00
1035.72 6.30
13.672
DOWNSTREAM
645.50 90.00
-
1035.71 6.48
14.611
LATERAL #1
41.51 24.00
45.00
1038.77 1.96
13.213
LATERAL #2
.00 .00
.00
.00 .00
.000
Q5
.00===Q5 EQUALS BASIN
INPUT--=
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00619
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00707
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00663
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .031 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = .171)+( .000) _ .171
------------------- -------------------------------------
NODE 2740.83 : HGL = < 1044.848>;EGL= < 1047.750>;FLOWLINE= < 1035.720>
FLOW PROCESS FROM NODE 2740.83 TO NODE 3121.17 IS CODE = 1
UPSTREAM NODE 3121.17 ELEVATION = 1037.24 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 603.99 CFS PIPE DIAMETER = 90.00 INCHES
PIPE LENGTH = 380.34 FEET MANNING'S N = .01300
SF=(Q/K)**2 =(( 603.99)/( 7678.758))**2 = .00619
HF=L*SF = ( 380.34)*( .00619) = 2.353
NODE 3121.17 : HGL = < 1047.201>;EGL= < 1050.103>;FLOWLINE= < 1037.240>
******************************************************************************
FLOW PROCESS FROM NODE 3121.17 TO NODE 3125.83 IS CODE = 5
Page 5
UPSTREAM NODE 3125.83 ELEVATION = 1037.26 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 603.99 90.00 .00 1037.26 6.30 13.672
DOWNSTREAM 603.99 90.00 - 1037.24 6.30 13.672
LATERAL #1 .00 24.00 45.00 1040.08 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 .00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00619
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00619
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00619
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .029 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .029)+( .000) = .029
------------------------------------------------------------------------------
NODE 3125.83 : HGL = < 1047.229>;EGL= < 1050.132>;FLOWLINE= < 1037.260>
******************************************************************************
FLOW PROCESS FROM NODE 3125.83 TO NODE 3565.58 IS CODE = 1
UPSTREAM NODE 3565.58 ELEVATION = 1039.02 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 603.99 CFS PIPE DIAMETER = 90.00 INCHES
PIPE LENGTH = 439.75 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 603 99)/( 7678.778))**2 = .00619
HF=L*SF = ( 439.75)*( .00619) = 2.721
------------------------------------------------------------------------------
NODE 3565.58 : HGL = < 1049.950>;EGL= < 1052.853>;FLOWLINE= < 1039.020>
FLOW PROCESS FROM NODE 3565.58 TO NODE 3582.33 IS CODE = 5
UPSTREAM NODE 3582.33 ELEVATION = 1039.09 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 515.11 90.00 .00 1039.09 5.87 11.660
DOWNSTREAM 603.99 90.00 - 1039.02 6.30 13.672
LATERAL #1 88.88 54.00 30.00 1040.55 2.76 5.588
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 .00=--Q5 EQUALS BASIN INPUT ==
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00450
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00619
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00534
JUNCTION LENGTH = 16.75 FEET
FRICTION LOSSES = .089 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) .
JUNCTION LOSSES = ( .578)+( .000) _ .578
------------------- -------------------------------------
NODE 3582.33 : HGL = < 1051.320>;EGL= < 1053.431>;FLOWLINE= < 1039.090>
FLOW PROCESS FROM NODE 3582.33 TO NODE 3590.58 IS CODE = 1
UPSTREAM NODE 3590.58 ELEVATION = 1039.12 (FLOW IS UNDER PRESSURE)
Page 6
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 515.11 CFS PIPE DIAMETER 90.00 INCHES
PIPE LENGTH = 8.25 FEET MANNING'S N = .01300
SF=(Q/K)**2 =(( 515.11)/( 7680.423))**2 = .00450
HF=L*SF = ( 8.25)*( .00450) = .037
------------------------------------------------------------------------------
NODE 3590.58 : HGL = < 1051.357>;EGL= < 1053.468>;FLOWLINE= < 1039.120>
FLOW PROCESS FROM NODE 3590.58 TO NODE 3607.33 IS CODE = 5
UPSTREAM NODE 3607.33 ELEVATION = 1042.18 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
UPSTREAM 234.4) (DEGREES) .00 EN DE 42
.2 •) ( 14.743
754.00 1042.18
DOWNSTREAM 515.11 90.00 - 1039.12 5.87 11.660
LATERAL #1 280.64 72.00 30.00 1039.90 4.58 9.926
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 .00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01422
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00450
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00936
JUNCTION LENGTH = 16.75 FEET
FRICTION LOSSES = .157 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = to" JUNCTION LOSSES = �D1+562)+(2).000)�ENTCE1.562E5)
NODE 3607.33 HGL = < 1051.656>;EGL= < 1055.030>;FLOWLINE= < 1042.180>
******************************************************************************
FLOW PROCESS FROM NODE 3607.33 TO NODE 3787.69 IS CODE = 1
UPSTREAM NODE 3787.69 ELEVATION = 1051.31 (HYDRAULIC JUMP OCCURS)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 234.47 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 180.36 FEET MANNING'S N = .01300
------------------------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 2.33 CRITICAL DEPTH(FT) = 4.22
_-�_--��-__------ -- ----- ==---_-___---=--_---
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) _ - 4.22 -
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
4.219
15.131
7.776
8834.41
.154
4.143
15.303
7.782
8840.05
.612
4.068
15.498
7.800
8856.68
1.380
3.992
15.714
7.829
8884.05
2.470
3.917
15.951
7.870
8922.11
3.904
3.841
16.210
7.924
8970.99
5.710
3.765
16.491
7.991
9030.92
7.924
3.690
16.794
8.072
9102.23
10.591
3.614
17.120
8.168
9185.34
13.766
3.539
17.471
8.281
9280.76
17.520
3.463
17.847
8.412
9389.10
21.936
3.387
18.250
8.563
9511.04
,,�
Page 7
s
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
27.120
3.312
18.682
8.735
9647.36
33.205
3.236
19.144
8.931
9798.95
40.361
3.161
19.639
9.153
9966.81
48.807
3.085
20.169
9.405
10152.07
58.837
3.009
20.736
9.691
10355.97
70.848
2.934
21.345
10.013
10579.96
85.401
2.858
21.998
10.377
10825.61
103.319
2.783
22.699
10.788
11094.73
125.885
2.707
23.452
11.253
11389.35
155.250
2.631
24.264
11.779
11711.79
180.360
2.584
24.802
12.142
11928.43
------------------------------------------------------------------------------
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 9.48
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
--------------------------------------------------------------7---------------
DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 9.475 14.743 12.850 13869.44
136.671 4.500 14.743 7.875 8931.63
ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 4.50
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT) MOMENTUM(POUNDS)
136.671
4.500
14.738
7.875
8931.63
136.940
4.489
14.741
7.865
8921.90
137.172
4.478
14.747
7.856
8913.34
i 137.383
4.466
14.754
7.849
8905.56
137.576
4.455
14.763
7.841
8898.39
137.754
4.444
14.773
7.835
8891.77
137.918
4.433
14.784
7.828
8885.63
138.071
4.421
14.796
7.823
8879.94
138.212
4.410
14.809
7.817
8874.66
138.342
4.399
14.822
7.812
8869.77
138.463
4.388
14.837
7.808
8865.25
138.574
4.376
14.852
7.804
8861.08
138.676
4.365
14.868
7.800
8857.25
138.770
4.354
14.884
7.796
8853.75
138.855
4.343
14.902
7.793
8850.56
138.932
4.331
14.919
7.790
8847.68
139.001
4.320
14.938
7.787
8845.10
139.062
4.309
14.957
7.785
8842.81
139.115
4.298
14.977
7.783
8840.81
139.161
4.286
14.997
7.781
8839.09
139.200
4.275
15.018
7.780
8837.65
139.231
4.264
15.040
7.779
8836.47
139.256
4.253
15.062
7.778
8835.57
139.273
4.242
15.084
7.777
8834.92
139.283
4.230
15.107
7.777
8834.54
139.287
4.219
15.131
7.776
8834.41
180.360
4.219
15.131
7.776
8834.41
------------------------END
OF HYDRAULIC JUMP
ANALYSIS ------------------------
PRESSURE+MOMENTUM BALANCE OCCURS AT 76.66
FEET UPSTREAM OF
NODE 3607.33
I DOWNSTREAM DEPTH
= 6.685
FEET, UPSTREAM CONJUGATE DEPTH
= 2.781 FEET I
------------------------------------------------------------------------------
NODE 3787.69 : HGL =
< 1055.529>;EGL=
<
1059.086>;FLOWLINE=
< 1051.310>
FLOW PROCESS FROM NODE
3787.69
TO NODE
3794.35 IS CODE = 5
UPSTREAM NODE 3794.35
ELEVATION =
1051.48 (FLOW IS AT
CRITICAL DEPTH)
Page 8
f
-----------------------------------------------------------------------------
CALCULATE JUNCTION
LOSSES:
PIPE
FLOW
DIAMETER
ANGLE
FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
221.86
54.00
.00
1051.48
4.16
13.950
DOWNSTREAM
234.47
54.00
-
1051.31
4.22
15.136
LATERAL #1
7.96
24.00
45.00
1052.86
1.00
2.534
LATERAL #2
4.65
21.00
85.00
1053.17
.79
1.933
Q5
.00===Q5
EQUALS BASIN INPUT-
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01273
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01229
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01251
JUNCTION LENGTH = 6.66 FEET
FRICTION LOSSES = .083 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = .416)+( .000) = .416
NODE 3794.35 : HGL = < 1056.481>;EGL= < 1059.502>;FLOWLINE= < 1051.480>
******************************************************************************
FLOW PROCESS FROM NODE 3794.35 TO NODE 4125.00 IS CODE = 1
UPSTREAM NODE 4125.00 ELEVATION = 1054.62 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 221.86 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 330.65 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 221.86)/( 1966.498))**2 = .01273
HF=L*SF = ( 330.65)*( .01273) = 4.209
----- -----------------------------------------------------------------------
i NODE 4125.00 : HGL = < 1060.689>;EGL= < 1063.711>;FLOWLINE= < 1054.620>
FLOW PROCESS FROM NODE 4125.00 TO NODE 4125.00 IS CODE = 5
UPSTREAM NODE 4125.00 ELEVATION = 1054.62 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 182.75 54.00 .00 1054.62 3.91 11.490
DOWNSTREAM 221.86 54.00 - 1054.62 4.16 13.950
LATERAL #1 39.11 24.00 45.00 1054.62 1.95 12.449
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 .00==Q5 EQUALS BASIN INPUT-=
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00864
DOWNSTREAM: MANNING'S N = .01300; .FRICTION SLOPE = .01273
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01068
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .011 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = .310)+( .000) _ .310
------------------- -------------------------------------
NODE 4125.00 : HGL = < 1061.971>;EGL= < 1064.021>;FLOWLINE= < 1054.620>
******************************************************************************
FLOW PROCESS FROM NODE 4125.00 TO NODE 4247.67 IS CODE = 1
UPSTREAM NODE 4247.67 ELEVATION = 1055.78 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
"�'' Page 9
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW 182.75 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 122.67 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 182.75)/( 1966.467))**2 = .00864
HF=L*SF = ( 122.67)*( .00864) = 1.059
------------------------------------------------------------------------------
NODE 4247.67 : HGL = < 1063.030>;EGL= < 1065.080>;FLOWLINE= < 1055.780>
******************************************************************************
FLOW PROCESS FROM NODE 4247.67 TO NODE 4252.33 IS CODE = 2
UPSTREAM NODE 4252.33 ELEVATION = 1055.83 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE MANHOLE LOSSES(LACFCD):
PIPE FLOW = 182.75 CFS PIPE DIAMETER = 54.00 INCHES
FLOW VELOCITY = 11.49 FEET/SEC. VELOCITY HEAD = 2.050 FEET
HMN = .05*(VELOCITY HEAD) = .05*( 2.050) = .103
NODE 4252.33 : HGL = < 1063.133>;EGL= < 1065.183>;FLOWLINE= < 1055.830>
FLOW PROCESS FROM NODE 4252.33 TO NODE 4719.80 IS CODE = 1
UPSTREAM NODE 4719.80 ELEVATION = 1060.27 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 182.75 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 467.47 FEET MANNING'S N = .01300
SF=(Q/K)**2 =(( 182.75)/( 1966.493))**2 = .00864
HF=L*SF = ( 467.47)*( .00864) = 4.037
NODE 4719.80 : NGL = < 1067.170>;EGL= < 1069.220>;FLOWLINE= < 1060.270>
i FLOW PROCESS FROM NODE 4719.80 TO NODE 4724.46 IS CODE = 5
UPSTREAM NODE 4724.46 ELEVATION = 1060.37 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 182.75 54.00 .00 1060.37 3.91 11.490
DOWNSTREAM 182.75 54.00 - 1060.27 3.91 11.491
LATERAL #1 .00 24.00 45.00 1061.70 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 .00==Q5 EQUALS BASIN INPUT==
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Ql*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00864
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00864
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00864
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .040 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = .040)+( .000) = .040
----------------------------- --------------------------------------
NODE 4724.46 : HGL = < 1067.210>;EGL= < 1069.260>;FLOWLINE=.< 1060.370>
FLOW PROCESS FROM NODE 4724.46 TO NODE 4975.00 IS CODE = 1
UPSTREAM NODE 4975.00 ELEVATION = 1062.75 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 182.75 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 250.54 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 182.75)/( 1966.462))**2 = .00864
Page 10
{ HF=L*SF = ( 250.54)*( .00864) = 2.164
------------------------------------------------------------------------------
NODE 4975.00 : HGL = < 1069.374>;EGL= < 1071.424>;FLOWLINE= < 1062.750>
******************************************************************************
FLOW PROCESS FROM NODE 4975.00 TO NODE 4975.00 IS CODE = 5
UPSTREAM NODE 4975.00 ELEVATION = 1062.75 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 140.71 54.00 .00 1062.75 3.49 8.847
DOWNSTREAM 182.75 54.00 - 1062.75 3.91 11.491
LATERAL #1 42.04 24.00 45.00 1062.75 1.96 13.382
LATERAL #2 .00 00 .00 .00 .00 .000
Q5 .00==-Q5 EQUALS BASIN INPUT=
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00512
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00864
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00688
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .007 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = .065)+( .000) = .065
NODE 4975.00 : HGL = < 1070.273>;EGL= < 1071.489>;FLOWLINE= < 1062.750>
******************************************************************************
FLOW PROCESS FROM NODE 4975.00 TO NODE 5219.37 IS CODE = 1
UPSTREAM NODE 5219.37 ELEVATION = 1065.02 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
' CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 140.71 CFS PIPE DIAMETER = 54.09 INCHES
PIPE LENGTH = 244.37 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 140.71)/( 1966.446))**2 = .00512
HF=L*SF = ( 244.37)*( .00512) = 1.251
=-----------------------------------------------------------------------------
NODE 5219.37 : HGL = < 1071.525>;EGL= < 1072.740>;FLOWLINE= < 1065.020>
FLOW PROCESS FROM NODE 5219.37 TO NODE 5227.28 IS CODE = 5
UPSTREAM NODE 5227.28 ELEVATION = 1065.56 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE
CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM 140.71 48.00 .00 1065.56
3.52
11.197
DOWNSTREAM 140.71 54.00 - 1065.02
3.49
8.847
LATERAL #1 .00 36.00 45.00 1066.20
.00
.000
LATERAL #2 .00 .00 .00 .00
.00
.000
Q5 .00===Q5 EQUALS BASIN INPUT==
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM:. MANNING'S N = .01300; FRICTION SLOPE =
.00959
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
.00512
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00736
JUNCTION LENGTH = 7.91 FEET
FRICTION LOSSES = .058 FEET ENTRANCE LOSSES
= .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .068)+( .000) = .068
Page 11
1 --------------------------------------------------------------------------
NODE 5227.28 : HGL = < 1070.861>;EGL= < 1072.808>;FLOWLINE= < 1065.560>
******************************************************************************
FLOW PROCESS FROM NODE 5227.28 TO NODE 5300.00 IS CODE = 1
UPSTREAM NODE 5300.00 ELEVATION = 1066.31 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 140.71 CFS PIPE DIAMETER = 48.00 INCHES
PIPE LENGTH = 72.72 FEET MANNING'S N = .01300
HF=L�F)=*( ((72.72)*(7100960)436.484))**6228 .00960
NODE 5300.00 : HGL = < 1071.559>;EGL= < 1073.506>;FLOWLINE= < 1066.310>
******************************************************************************
FLOW PROCESS FROM NODE 5300.00 TO NODE 5300.00 IS CODE = 5
UPSTREAM NODE 5300.00 ELEVATION = 1066.31 (FLOW
IS UNDER
PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE
CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT/SEC)
UPSTREAM 140.71 48.00 .00 1066.31
3.52
11.197
DOWNSTREAM 140.71 48.00 - 1066.31
3.52
11.197
LATERAL #1 .00 24.00 45.00 1067.61
.00
.000
LATERAL #2 .00 00 00 .00
.00
.000
Q5 .00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*Vl*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
.00959
i" DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
.00959
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00959
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .010 FEET ENTRANCE LOSSES =
.000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = .010)+( .000) = .010
------------------------------------------------------------------------------
NODE 5300.00 : HGL = < 1071.569>;EGL= < 1073.516>;FLOWLINE= < 1066.310>
FLOW PROCESS FROM NODE 5300.00 TO NODE 5574.44 IS CODE = 1
UPSTREAM NODE 5574.44 ELEVATION = 1069.05 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 140.71 CFS PIPE DIAMETER = 48.00 INCHES
PIPE LENGTH = 274.44 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 140.71)/( 1436.443))**2 = .00960
HF=L*SF = ( 274.44)*( .00960) = 2.633
NODE 5574.44 : HGL = < 1074.202>;EGL= < 1076.149>;FLOWLINE= < 1069.050>
******************************************************************************
FLOW PROCESS FROM NODE 5574.44 TO NODE 5602.48 IS CODE = 3
UPSTREAM NODE 5602.48 ELEVATION = 1069.34 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 140.71 CFS PIPE DIAMETER = 48.00 INCHES
CENTRAL ANGLE _ .000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 28.04 FEET
NODE 5602.48 : HGL = < 1074.471>;EGL= < 1076.418>;FLOWLINE= < 1069.340>
Page 12
FLOW PROCESS
FROM NODE
5602.48 TO
NODE 5607.14 IS
CODE = 5
UPSTREAM NODE
------------------------------------------------------------------------------
5607.14
ELEVATION = 1069.88 (FLOW
IS UNDER
PRESSURE)
CALCULATE JUNCTION LOSSES:
PIPE
FLOW
DIAMETER
ANGLE FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES) (DEGREES) ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
123.04
42.00
.00 1069.88
3.27
12.789
DOWNSTREAM
140.71
48.00
- 1069.34
3.52
11.197
LATERAL #1
17.67
24.00
45.00 1069.88
1.51
5.625
LATERAL #2
.00
.00
.00 .00
.00
.000
Q5
.00===Q5 EQUALS
BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01495
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00959
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01227
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .057 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES =( .459)+( .000) = .459
------------------------------------------------------------------------------
NODE 5607.14 : HGL = < 1074.338>;EGL= < 1076.877>;FLOWLINE= < 1069.880>
******************************************************************************
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 5607.14 FLOWLINE ELEVATION = 1069.88
ASSUMED UPSTREAM CONTROL HGL = 1073.15 FOR DOWNSTREAM RUN ANALYSIS
END OF GRADUALLY VARIED FLOW ANALYSIS
F
Page 13
*Al
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION)
(c) very. 4g6A 1982-93 Advanced
Analysis prepared by:
HUITT-ZOLLARS, INC.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
************************** DESCRIPTION OF STUDY **************************
* SIERRA BUSINESS PARK
* SIERRA AVENUE / SLOVER AVENUE STORM DRAIN - LINE B TO EMPIRE CENTER
* 25 -YEAR HYDRAULIC ANALYSIS
**************************************************************************
------------------------------------------------------------------------------
FILE NAME: SBPMA025.HGL
TIME/DATE OF STUDY: 16:29
7/14/2004
******************************************************************************
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: "*"
indicates nodal point
data used.)
UPSTREAM RUN
DOWNSTREAM
RUN
NODE
MODEL PRESSURE
PRESSURE+
FLOW
PRESSURE+
NUMBER
PROCESS HEAD(FT)
MOMENTUM(POUNDS)
DEPTH(FT) MOMENTUM(POUNDS)
5607.00-
4.46*
3463.95
2.72
2818.23
}
FRICTION+BEND
5748.25-
4.37*
3408.94
2.74
2812.69
}
FRICTION
5947.67-
4.18*
3292.94
3.02 DC
2774.44
}
MANHOLE
5952.33-
4.21*
3314.90
3.00 DC
2774.54
}
FRICTION
6132.50-
4.33*
3382.93
3.01 Dc
2774.47
}
JUNCTION
6132.50-
4.33*
3388.34
2.95
2776.42
}
FRICTION
6270.81-
4.42*
3440.05
2.60
2859.51
}
FRICTION+BEND
6285.81-
4.41*
3434.61
3.01 Dc
2774.47
}
JUNCTION
6285.81-
4.42*
3440.02
3.02 DC
2774.44
}
FRICTION+BEND
6343.04-
4.94*
3752.22
3.02 DC
2774.44
}
FRICTION
6358.16-
5.02*
3798.02
3.02 Dc
2774.44
}
JUNCTION
6362.83-
5.58*
3772.80
2.88 Dc
2370.57
}
FRICTION
6763.18-
6.87*
4549.67
2.88 DC
2370.57
}
JUNCTION
6773.18-
7.99*
4069.18
1.97 Dc
854.54
}
FRICTION
6884.95-
7.71*
3905.97
1.97 DC
854.54
}
JUNCTION
6884.95-
7.74*
3906.90
1.95 DC
827.88
}
FRICTION
7143.95-
7.10*
3518.55
1.95 DC
827.88
Page 1
------------------------------------------------------------
MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA
DESIGN MANUALS.
******************************************************************************
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 5607.00 FLOWLINE ELEVATION = 1069.88
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 1074.340
NODE 5607.00 : HGL = < 1074.340>;EGL= < 1075.870>;FLOWLINE= < 1069.880>
FLOW PROCESS FROM NODE 5607.14 TO NODE 5748.25 IS CODE = 3
UPSTREAM NODE 5748.25 ELEVATION = 1071.30 (FLOW IS UNDER PRESSURE)
----------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
CENTRAL ANGLE = 2.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 141.11 FEET BEND COEFFICIENT(KB) = .03727
FLOW VELOCITY = 9.93 FEET/SEC. VELOCITY HEAD = 1.530 FEET
HB=KB*(VELOCITY HEAD) = ( 037)*( 1.530) = .057
SF=(Q/K)**2 = (( 95.50)/( 1006.119) **2 = .00901
HF=L*SF = ( 141.11)*( .00901) = 1.271
TOTAL HEAD LOSSES = HB + HF = ( .057)+( 1.271) = 1.328
------------------------------------------------------------------------------
NODE 5748.25 : HGL = < 1075.668>;EGL= < 1077.198>;FLOWLINE= < 1071.300>
******************************************************************************
FLOW PROCESS FROM NODE 5748.25 TO NODE 5947.67 IS CODE = 1
UPSTREAM NODE 5947.67 ELEVATION = 1073.29 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 199.42 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 95.50)/( 1006.071))**2 = .00901
HF=L*SF = ( 199.42)*( .00901) = 1.797
--------------------------------------------------------------7---------------
NODE 5947.67 : HGL = < 1077.465>;EGL= < 1078.995>;FLOWLINE= < 1073.290>
******************************************************************************
FLOW PROCESS FROM NODE 5947.67 TO NODE 5952.33 IS CODE = 2
UPSTREAM NODE 5952.33 ELEVATION = 1073.33 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE MANHOLE LOSSES(LACFCD):
PIPE FLOW = 95.50 CFS PIPE DIAMETER =42.00 INCHES
jomkFLOW VELOCITY = 9.93 FEET/SEC. VELOCITY HEAD = 1.530 FEET
Page 2
}
JUNCTION
7149.45-
7.17*
3503.67
1.74
719.70
}
FRICTION
7239.93-
6.83*
3299.62
1.74
719.87
}
FRICTION+BEND
7315.36-
6.58*
3149.21
1.84 DC
716.40
}
JUNCTION
7315.36-
6.64*
3148.42
1.67
655.79
}
FRICTION+BEND
7348.91-
6.52*
3080.53
1.77 DC
652.53
}
JUNCTION
7348.91-
6.57*
3079.29
1.62
598.69
}
FRICTION+BEND
7373.43-
6.49*
3030.59
1.64
597.61
}
7387.93-
FRICTION
6.43*
2996.58
1.71 DC
596.07
------------------------------------------------------------
MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA
DESIGN MANUALS.
******************************************************************************
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 5607.00 FLOWLINE ELEVATION = 1069.88
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 1074.340
NODE 5607.00 : HGL = < 1074.340>;EGL= < 1075.870>;FLOWLINE= < 1069.880>
FLOW PROCESS FROM NODE 5607.14 TO NODE 5748.25 IS CODE = 3
UPSTREAM NODE 5748.25 ELEVATION = 1071.30 (FLOW IS UNDER PRESSURE)
----------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
CENTRAL ANGLE = 2.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 141.11 FEET BEND COEFFICIENT(KB) = .03727
FLOW VELOCITY = 9.93 FEET/SEC. VELOCITY HEAD = 1.530 FEET
HB=KB*(VELOCITY HEAD) = ( 037)*( 1.530) = .057
SF=(Q/K)**2 = (( 95.50)/( 1006.119) **2 = .00901
HF=L*SF = ( 141.11)*( .00901) = 1.271
TOTAL HEAD LOSSES = HB + HF = ( .057)+( 1.271) = 1.328
------------------------------------------------------------------------------
NODE 5748.25 : HGL = < 1075.668>;EGL= < 1077.198>;FLOWLINE= < 1071.300>
******************************************************************************
FLOW PROCESS FROM NODE 5748.25 TO NODE 5947.67 IS CODE = 1
UPSTREAM NODE 5947.67 ELEVATION = 1073.29 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 199.42 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 95.50)/( 1006.071))**2 = .00901
HF=L*SF = ( 199.42)*( .00901) = 1.797
--------------------------------------------------------------7---------------
NODE 5947.67 : HGL = < 1077.465>;EGL= < 1078.995>;FLOWLINE= < 1073.290>
******************************************************************************
FLOW PROCESS FROM NODE 5947.67 TO NODE 5952.33 IS CODE = 2
UPSTREAM NODE 5952.33 ELEVATION = 1073.33 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE MANHOLE LOSSES(LACFCD):
PIPE FLOW = 95.50 CFS PIPE DIAMETER =42.00 INCHES
jomkFLOW VELOCITY = 9.93 FEET/SEC. VELOCITY HEAD = 1.530 FEET
Page 2
HMN = .05*(VELOCITY HEAD) = .05*( 1.530) _ .076
------------------------------------------------------------------------------
NODE 5952.33 : HGL = < 1077.542>;EGL= < 1079.072>;FLOWLINE= < 1073.330>
******************************************************************************
FLOW PROCESS FROM NODE 5952.33 TO NODE 6132.50 IS CODE = 1
UPSTREAM NODE 6132.50 ELEVATION = 1074.84 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 180.17 FEET MANNING's N = .01300
SF=(Q/K)**2 = (( 95.50)/( 1006.074))**2 = .00901
HF=L*SF = ( 180.17)*( .00901) = 1.623
NODE 6132.50 : HGL = < 1079.165>;EGL= < 1080.695>;FLOWLINE= < 1074.840>
******************************************************************************
FLOW PROCESS FROM NODE 6132.50 TO NODE 6132.50 IS CODE = 5
UPSTREAM NODE 6132.50 ELEVATION = 1074.84 (FLOW IS UNDER
------------------------------------------------------------------------------
PRESSURE)
CALCULATE JUNCTION LOSSES:
PIPE DIAMETER = 42.00 INCHES
PIPE FLOW DIAMETER ANGLE FLOWLINE
CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM 95.50 42.00 .00 1074.84
3.02
9.926
DOWNSTREAM 95.50 42.00 - 1074.84
3.02
9.926
LATERAL #1 .00 24.00 45.00 1075.91
.00
.000
LATERAL #2 .00 00 .00 .00
.00
.000
Q5 .00===Q5 EQUALS BASIN INPUT==
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS (DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
.00901
DOWNSTREAM: MANNING'S N = 01300; FRICTION SLOPE =
.00901
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00901
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .009 FEET ENTRANCE LOSSES
= .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .009)+( .000) = .009
------------------------------------------------------------------------------
NODE 6132.50 : HGL = < 1079.174>;EGL= < 1080.704>;FLOWLINE= < 1074.840>
******************************************************************************
FLOW PROCESS FROM NODE 6132.50 TO NODE 6270.81 IS CODE = 1
UPSTREAM NODE 6270.81 ELEVATION = 1076.00 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 138.31 FEET MANNING's N = .01300
SF=(Q/K)**2 = (( 95.50)/( 1006.082))**2 = .00901
HF=L*SF = ( 138.31)*( .00901) = 1.246
NODE 6270.81 : HGL = < 1080.420>;EGL= < 1081.950>;FLOWLINE= < 1076.000>
******************************************************************************
FLOW PROCESS FROM NODE 6270.81 TO NODE 6285.81 IS CODE = 3
UPSTREAM NODE 6285.81 ELEVATION = 1076.32 (FLOW IS UNDER PRESSURE)
-----------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW =
95.50 CFS
PIPE DIAMETER = 42.00 INCHES
CENTRAL ANGLE
= 19.000 DEGREES
MANNING's N = .01300
PIPE LENGTH =
15.00 FEET
BEND COEFFICIENT(KB) = .11487
FLOW VELOCITY
= 9.93 FEET/SEC.
VELOCITY HEAD = 1.530 FEET
HB=KB*(VELOCITY HEAD) = ( 115)*(
1.530 = .176
SF=(Q/K)**2 =
(( 95.50)/( 1005.999)
**2 = .00901
,,\
Page 3
HF=L*SF = (
15.00)*(
00901) = 135
TOTAL HEAD LOSSES = HB
------------------------------------------------------------------------------
+ HF = ( .176)+( .135) _ .311
NODE 6285.81
: HGL = <
1080.731>;EGL= < 1082.261>;FLOWLINE= < 1076.320>
******************************************************************************
FLOW PROCESS
FROM NODE
6285.81 TO NODE 6285.81 IS CODE = 5
UPSTREAM NODE
------------------------------------------------------------------------------
6285.81
ELEVATION = 1076.32 (FLOW IS UNDER
PRESSURE)
CALCULATE JUNCTION LOSSES:
PIPE
FLOW
DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS)
(INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT/SEC)
UPSTREAM
95.50
42.00 .00 1076.32 3.02
9.926
DOWNSTREAM
95.50
42.00 - 1076.32 3.02
9.926
LATERAL #1
.00
21.00 52.00 1077.33 .00
.000
LATERAL #2
.00
.00 .00 .00 .00
.000
Q5
.00===Q5 EQUALS BASIN INPUT= _
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N =.01300; FRICTION SLOPE = .00901
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00901
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00901
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .009 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = .009)+( .000) = .009
NODE 6285.81 : HGL = < 1080.740>;EGL= < 1082.270>;FLOWLINE= < 1076.320>
******************************************************************************
FLOW PROCESS FROM NODE 6285.81 TO NODE 6343.04 IS CODE = 3
}- UPSTREAM NODE 6343.04 ELEVATION 1076.66 FLOW IS UNDER PRESSURE)
)
------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
CENTRAL ANGLE = 73.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 57.23 FEET BEND COEFFICIENT(KB) = .22515
FLOW VELOCITY = 9.93 FEET/SEC. VELOCITY HEAD = 1.530 FEET
HB=KB*(VELOCITY HEAD) _ ( 225)*( 1.530 =
SF=(Q/K)**2 = (( 95.50)/( 1006.100) **2 = 300901
HF=L*SF = ( 57.23)*( .00901) = .516
TOTAL HEAD LOSSES = HB + HF = ( .344)+( .516) _ .860
------------------------------------------------------------------------------
NODE 6343.04 : HGL = < 1081.600>;EGL= < 1083.130>;FLOWLINE= < 1076.660>
******************************************************************************
FLOW PROCESS FROM NODE 6343.04 TO NODE 6358.16 IS CODE = 1
UPSTREAM NODE 6358.16 ELEVATION = 1076.72 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 15.12 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 95.50)/( 1006.102))**2 = .00901
HF=L*SF = ( 15.12)*( .00901) = .136
NODE 6358.16 : HGL = < 1081.736>;EGL= < 1083.266>;FLOWLINE= < 1076.720>
FLOW PROCESS FROM NODE 6358.16 TO NODE 6362.83 IS CODE = 5
UPSTREAM NODE 6362.83 ELEVATION = 1076.74 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
Page 4
4
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Ql*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N =.01300; FRICTION SLOPE = .00723
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00901
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00812
JUNCTION LENGTH = 4.67 FEET
FRICTION LOSSES = 038 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .280)+( .000) = .280
----------------------------------------------------------------------------
NODE 6362.83 : HGL = < 1082.319>;EGL= < 1083.547>;FLOWLINE= < 1076.740>
FLOW PROCESS FROM NODE 6362.83 TO NODE 6763.18 IS CODE = 1
UPSTREAM NODE 6763.18 ELEVATION = 1078.34 (FLOW IS UNDER PRESSURE)
--
------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW 85.54 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 400.35 FEET MANNING'S N = .01300
.SF=(Q/K)**2 = (( 85.54)/( 1006.090))**2 = .00723
HF=L*SF = ( 400.35)*( .00723) = 2.894
NODE 6763.18 : HGL = < 1085.213>;EGL= < 1086.441>;FLOWLINE= < 1078.340>
******************************************************************************
FLOW PROCESS FROM NODE 6763.18 TO NODE 6773.18 IS CODE = 5
UPSTREAM NODE 6773.18 ELEVATION = 1078.37 (FLOW IS UNDER PRESSURE)
--
-------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
UPSTREAM (40.16 (1422..00) (DEGREES)
ELEVATION DEP1.9FT.) (45174
DOWNSTREAM 85.54 42.00 - 1078.34 2.88 8.891
LATERAL #1 45.38 36.00 30.00 1078.85 2.19 6.420
LATERAL #2 .00 .00 00 .00 .00 .000
Q5 -00==--Q5 EQUALS BASIN INPUT==
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N =.01300; FRICTION SLOPE = .00159
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00723
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00441
JUNCTION LENGTH = 10.00 FEET
FRICTION LOSSES = 044 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .187)+( .000) = .187
---------------------------------------------------------------------------
NODE 6773.18 : HGL = < 1086.357>;EGL= < 1086.627>;FLOWLINE= < 1078.370>
FLOW PROCESS FROM NODE 6773.18 TO NODE 6884.95 IS CODE = 1
-UPSTREAM NODE 6884.95 ELEVATION = 1078.82 (FLOW IS UNDER PRESSURE)
- ----------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW 40.16 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 111.77 FEET MANNING'S N = .01300
Page 5
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT/SEC)
j UPSTREAM
85.54
42.00
.00
1076.74
2.88
8.891
DOWNSTREAM
95.50
42.00
-
1076.72
3.02
9.926
LATERAL #1
9.96
24.00
54.00
1077.50
1.13
3.170
LATERAL #2
.00
.00
00
.00
.00
Q5
.00===Q5 EQUALS BASIN INPUT==
.000
4
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Ql*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N =.01300; FRICTION SLOPE = .00723
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00901
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00812
JUNCTION LENGTH = 4.67 FEET
FRICTION LOSSES = 038 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .280)+( .000) = .280
----------------------------------------------------------------------------
NODE 6362.83 : HGL = < 1082.319>;EGL= < 1083.547>;FLOWLINE= < 1076.740>
FLOW PROCESS FROM NODE 6362.83 TO NODE 6763.18 IS CODE = 1
UPSTREAM NODE 6763.18 ELEVATION = 1078.34 (FLOW IS UNDER PRESSURE)
--
------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW 85.54 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 400.35 FEET MANNING'S N = .01300
.SF=(Q/K)**2 = (( 85.54)/( 1006.090))**2 = .00723
HF=L*SF = ( 400.35)*( .00723) = 2.894
NODE 6763.18 : HGL = < 1085.213>;EGL= < 1086.441>;FLOWLINE= < 1078.340>
******************************************************************************
FLOW PROCESS FROM NODE 6763.18 TO NODE 6773.18 IS CODE = 5
UPSTREAM NODE 6773.18 ELEVATION = 1078.37 (FLOW IS UNDER PRESSURE)
--
-------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
UPSTREAM (40.16 (1422..00) (DEGREES)
ELEVATION DEP1.9FT.) (45174
DOWNSTREAM 85.54 42.00 - 1078.34 2.88 8.891
LATERAL #1 45.38 36.00 30.00 1078.85 2.19 6.420
LATERAL #2 .00 .00 00 .00 .00 .000
Q5 -00==--Q5 EQUALS BASIN INPUT==
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N =.01300; FRICTION SLOPE = .00159
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00723
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00441
JUNCTION LENGTH = 10.00 FEET
FRICTION LOSSES = 044 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .187)+( .000) = .187
---------------------------------------------------------------------------
NODE 6773.18 : HGL = < 1086.357>;EGL= < 1086.627>;FLOWLINE= < 1078.370>
FLOW PROCESS FROM NODE 6773.18 TO NODE 6884.95 IS CODE = 1
-UPSTREAM NODE 6884.95 ELEVATION = 1078.82 (FLOW IS UNDER PRESSURE)
- ----------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW 40.16 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 111.77 FEET MANNING'S N = .01300
Page 5
i
_ ** _
SF-(Q/K) 2
** _
(( 40.16)/( 1006.059)) 2 .00159
HF=L*SF = (
111.77)*( .00159) = .178
------------------------------------------------------------------------------
NODE 6884.95
: HGL = < 1086.535>;EGL= < 1086.805>;FLOWLINE= < 1078.820>
******************************************************************************
FLOW PROCESS
FROM NODE 6884.95 TO NODE 6884.95 IS CODE = 5
UPSTREAM NODE
6884.95 ELEVATION = 1078.82 (FLOW IS UNDER
PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE
FLOW DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT/SEC)
UPSTREAM
39.20 42.00 .00 1078.82 1.95
4.075
DOWNSTREAM
40.16 42.00 - 1078.82 1.97
4.174
LATERAL #1
.96 21.00 90.00 1080.18 .35
.399
LATERAL #2
.00 .00 .00 .00 .00
.000
Q5
.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS (DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00152
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00159
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00156
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .002 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .014)+( .000) = .014
------------------- --------------------------------------
NODE 6884.95 : HGL = < 1086.562>;EGL= < 1086.820>;FLOWLINE= < 1078.820>
r" FLOW PROCESS FROM NODE 6884.95 TO NODE 7143.95 IS CODE = 1
UPSTREAM NODE 7143.95 ELEVATION = 1079.86 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 39.20 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 259.00 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 39.20)/( 1006.087))**2 = .00152
HF=L*SF = ( 259.00)*( .00152) = .393
------------------------------------------------------------------------------
NODE 7143.95 : HGL = < 1086.955>;EGL= < 1087.213>;FLOWLINE= < 1079.860>
FLOW PROCESS FROM NODE 7143.95 TO NODE 7149.45 IS CODE = 5
UPSTREAM NODE 7149.45 ELEVATION = 1079.88 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 35.09 42.00 .00 1079.88 1.84 3.647
DOWNSTREAM 39.20 42.00 - 1079.86 1.95 4.075
LATERAL #1 4.11 24.00 45.00 1080.89 .71 1.308
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 .00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00122
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00152
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00137
JUNCTION LENGTH = 5.50 FEET
FRICTION LOSSES = .008 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
Page 6
JUNCTION LOSSES = ( .046)+( .000) _
.046
--------------------------------------------------------------------------
NODE 7149.45 : HGL = < 1087.053>;EGL= < 1087.259>;FLOWLINE= < 1079.880>
*kkk*k***k***k***k*kkkkk*kkkk*k*******k*k**kkk**kkkk*k*kkkk****kkk*k****k***k*
FLOW PROCESS FROM NODE 7149.45 TO NODE 7239.93 IS CODE = 1
UPSTREAM NODE 7239.93 ELEVATION = 1080.33 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 35.09 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 90.48 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 35.09)/( 1005.892))**2 = .00122
HF=L*SF = ( 90.48)*( .00122) = .110
NODE 7239.93 : HGL = < 1087.163>;EGL= < 1087.370>;FLOWLINE= < 1080.330>
k*kk*kk**k***kkk*kk**kk*kkk****!t**kkkkkkk***klFkkkk***ktk**kk**k*kkkkkk***k*tYyF*k
FLOW PROCESS FROM NODE 7239.93 TO NODE 7315.36 IS CODE = 3
UPSTREAM NODE 7315.36 ELEVATION = 1080.71 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 35.09 CFS PIPE DIAMETER = 42.00 INCHES
CENTRAL ANGLE = 48.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 75.43 FEET BEND COEFFICIENT(KB) = .18257
FLOW VELOCITY = 3.65 FEET/SEC. VELOCITY HEAD = .207 FEET
HB=KB*(VELOCITY HEAD) = ( 183)*( 207 = .038
SF=(Q/K)**2 = (( 35.09)/( 1006.482)3**2 = .00122
HF=L*SF = ( 75.43)*( 00122) = 092
TOTAL HEAD LOSSES = HB + HF = ( .038)+( .092) _ .129
NODE 7315.36 : HGL = < 1087.292>;EGL= < 1087.499>;FLOWLINE= < 1080.710>
k*kk*kkkk******k*****kk***kkkkk**k*k******kkkkkkk********kkk*****kkkdF***k***k*
FLOW PROCESS FROM NODE 7315.36 TO NODE 7315.36 IS CODE = 5
UPSTREAM NODE 7315.36 ELEVATION = 1080.71 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE
FLOW
DIAMETER
ANGLE
FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
32.66
42.00
.00
1080.71
1.77
3.395
DOWNSTREAM
35.09
42.00
-
1080.71
1.84
3.647
LATERAL #1
2.43
21.00
72.00
1081.96
.56
1.010
LATERAL #2
.00
.00
.00
.00
.00
.000
Q5
.00==Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00105
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00122
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00114
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .001 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .026)+( .000) = .026
------------------------------------------------------------------------------
NODE 7315.36 : HGL = < 1087.346>;EGL= < 1087.525>;FLOWLINE= < 1080.710>
*kkk*kk**k**iFk*+kk***kkk*kk�Fkk*tkak**kkkkkk*k*tkk*kk*kk***kkk**k*k*kkkkdFkkk**k**k*
FLOW PROCESS FROM NODE 7315.36 TO NODE 7348.91 IS CODE = 3
UPSTREAM NODE 7348.91 ELEVATION = 1080.88 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 32.66 CFS PIPE DIAMETER = 42.00 INCHES
CENTRAL ANGLE = 21.000 DEGREES MANNING'S N = .01300
Page 7
PIPE LENGTH = 33.55 FEET BEND COEFFICIENT(KB) = .12076
FLOW VELOCITY = 3.39 FEET/SEC. VELOCITY HEAD .179 FEET
HB=KB*(VELOCITY HEAD) = ( 121)*( 179 = .022
SF=HF=LQ/F)=*( ((33.55)*(66001061005.50083)**2 = .00106
TOTAL HEAD LOSSES = HB + HF = ( .022)+( .035) _ .057
------------------------------------------------------------------------------
NODE 7348.91 : HGL = < 1087.403>;EGL= < 1087.582>;FLOWLINE= < 1080.880>
******************************************************************************
FLOW PROCESS FROM NODE 7348.91 TO NODE 7348.91 IS CODE = 5
UPSTREAM NODE 7348.91 ELEVATION = 1080.88 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 30.46 42.00 .00 1080.88 1.71 3.166
DOWNSTREAM 32.66 42.00 - 1080.88 1.77 3.395
LATERAL #1 2.20 21.00 62.00 1082.13 .54 .915
LATERAL #2 .00 .00 00 .00 .00 .000
Q5 .00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS (DELTA3)-
Q4*V4*COS(DE LTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00092
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00105
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00099
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = 001 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = .021)+( .000) = .021
---------------------------------------------------------------------------
!,,,. NODE 7348.91 : HGL = < 1087.448>;EGL= < 1087.603>;FLOWLINE= < 1080.880>
FLOW PROCESS FROM NODE 7348.91 TO NODE 7373.43 IS CODE = 3
UPSTREAM NODE 7373.43 ELEVATION = 1081.00 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 30.46 CFS PIPE DIAMETER = 42.00 INCHES
CENTRAL ANGLE = 16.000 DEGREES MANNING'S N = .01300.
PIPE LENGTH = 24.52 FEET BEND COEFFICIENT(KB) _ .10541
FLOW VELOCITY = 3.17 FEET/SEC. VELOCITY HEAD = .156 FEET
HB=KB*(VELOCITY HEAD) = ( 105)*( 156 = .016
HF=LQ/F)=*( = ((24.52)0.4600092)004.76023**2 = .00092
TOTAL HEAD LOSSES = HB + HF = ( .016)+( .023) _ .039
---------------------------- ------- 7373.43 : HGL = < 1087.487>;EGL= < 1087.642>;FLOWLINE= < 1081.000>
FLOW PROCESS FROM NODE 7373.43 TO NODE 7387.93 IS CODE = 1
UPSTREAM NODE 7387.93 ELEVATION = 1081.07 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------=-----------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 30.46 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 14.50 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 30.46)/( 1005.531))**2 = .00092
HF=L*SF = ( 14.50)*( .00092) _ .013
------------------------------------------------------------------------------
NODE 7387.93 HGL = < 1087.500>;EGL= < 1087.656>;FLOWLINE= < 1081.070>
******************************************************************************
UPSTREAM PIPE FLOW CONTROL DATA:
Page 8
NODE NUMBER = 7387.93 FLOWLINE ELEVATION = 1081.07
ASSUMED UPSTREAM CONTROL HGL = 1082.78 FOR DOWNSTREAM RUN ANALYSIS
END OF GRADUALLY VARIED FLOW ANALYSIS
Ol Page 9
�r
N
m
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) copyright 1983-93 Advanced Engineering software (aes)
ver. 1.9B Release Date: 7/18/93 License ID 1202
Analysis prepared by:
HUITT-ZOLLARS, INC.
1101 S. MILLIKEN, SUITE G
ONTARIO, CALIFORNIA 91761
TEL: (909) 390-8400 - FAx: (909) 390-8406
----------------------------------------------------------------------------
FILE NAME: FECNLB25.DAT
TIME/DATE OF STUDY: 12:58 6/14/2004
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* '
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 920
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659
SLOPE OF INTENSITY DURATION CURVE = .6000
FLOW PROCESS FROM NODE 100.00 TO NODE 100.01 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
NATURAL POOR COVER
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
UPSTREAM ELEVATION(FEET) = 1111.00
DOWNSTREAM ELEVATION FEET = 1102.00
ELEVATION DIFFERENCE(FEET) = 9.00
TC(MIN.) = .525*[( 500.00** 3.00)/( 9.00)]** .20 = 14.083
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.543
SOIL CLASSIFICATION IS "B"
NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, FM(INCH/HR) = .2700
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .27
SUBAREA PERVIOUS AREA FRACTION, AP = 1.00
SUBAREA RUNOFF(CFS) = 8.08
TOTAL AREA(ACRES) = 3.95 PEAK FLOW RATE(CFS) = 8.08
FLOW PROCESS FROM NODE 100.01 TO NODE 100.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------
25
_____===25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.543
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
Page 1
SUBAREA AREA(ACRES) = 2.95 SUBAREA RUNOFF(CFS) = 6.55
EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED FM(INCH/HR) _ .19
AREA -AVERAGED Fp(INCH/HR) _ .30 AREA -AVERAGED Ap = .62
TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 14.63
TC(MIN) = 14.08
****************************************************************************
FLOW PROCESS FROM NODE 100.01 TO NODE 101.01 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 4.7
UPSTREAM NODE ELEVATION(FEET� = 1088.40
DOWNSTREAM NODE ELEVATION(FEET) = 1087.00
FLOW LENGTH(FEET) = 470.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 14.63
TRAVEL TIME(MIN.) = 1.67 TC(MIN.) = 15.76
FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 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.) = 15.76
RAINFALL INTENSITY(INCH/HR = 2.38
AREA -AVERAGED Fm INCH/HR) = .19
AREA -AVERAGED Fp(INCH/HR) = .30
AREA -AVERAGED Ap = 62
EFFECTIVE STREAM AREA(ACRES) = 6.90
TOTAL STREAM AREA(ACRES) = 6.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.63
FLOW PROCESS FROM NODE 102.00 TO NODE 102.01 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
NATURAL POOR COVER
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00
UPSTREAM ELEVATION(FEET) = 1111.00
DOWNSTREAM ELEVATION(FEET) = 1103.00
ELEVATION DIFFERENCE FEET = 8.00
TC(MIN.) = 525*[( 550.00** 3.00)/( 8.00)]** .20 = 15.267
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.423
SOIL CLASSIFICATION IS "B"
NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, FM(INCH/HR) = .2700
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .27
SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 9.49
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 9.49
****************************************************************************
FLOW PROCESS FROM NODE 102.01 TO NODE 102.01 IS CODE = 8
------------------------------------------------------------- ---------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
Page 2
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.423
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap 10
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 10.14
EFFECTIVE AREA(ACRES) = 9.70 AREA -AVERAGED FM(INCH/HR) _ .17
AREA -AVERAGED Fp(INCH/HR) _ .31 AREA -AVERAGED Ap = .55
TOTAL AREA(ACRES) 9.70 PEAK FLOW RATE(CFS) = 19.64
TC(MIN) = 15.27
FLOW PROCESS FROM NODE 102.01 TO NODE 101.01 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 4.8
UPSTREAM NODE ELEVATION(FEET = 1088.60
DOWNSTREAM NODE ELEVATION(FEET) = 1087.00
FLOW LENGTH(FEET) = 590.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.64
TRAVEL TIME(MIN.) = 2.04 TC(MIN.) = 17.31
FLOW PROCESS FROM NODE 101.00 TO NODE 101.01 IS CODE = 8
�- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
N 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.247
SOIL CLASSIFICATION IS "B"
NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, FM(INCH/HR) _ .2700
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .27
SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 6.23
EFFECTIVE AREA(ACRES) = 13.20 AREA -AVERAGED FM(INCH/HR) _ .20
AREA -AVERAGED Fp(INCH/HR) = .30 AREA -AVERAGED Ap = .67
TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 24.33
TC(MIN) = 17.31
FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
--------------------
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.247
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM (INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 7.63
EFFECTIVE AREA(ACRES) = 17.10 AREA -AVERAGED FM(INCH/HR) _ .17
AREA -AVERAGED Fp(INCH/HR) = .32 AREA -AVERAGED Ap = .54
TOTAL AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) = 31.96
TC(MIN) = 17.31
FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 IS CODE = 1
Page 3
8
----------------------------------------------------------------------------
»»>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. = 17.31
RAINFALL INTENSITY(INCH/HR = 2.25
AREA -AVERAGED FM(INCH/HR) _ .17
AREA -AVERAGED Fp ((INCH/HR = .32
AREA -AVERAGED Ap = 54
EFFECTIVE STREAM AREA(ACRES) = 17.10
TOTAL STREAM AREA(ACRES) = 17.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.96
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q TC Intensit Fp Ap Fm Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES)
1 45.55 15.76 2.378 .31 .56 .18 22.47
2 45.72 17.31 2.247 .31 .56 .18 24.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 45.72 TC(MIN.) = 17.306
EFFECTIVE AREA(ACRES) = 24.00 AREA -AVERAGED FM(INCH/HR) _ .18
AREA -AVERAGED Fp(INCH/HR) _ .31 AREA -AVERAGED Ap = .56
TOTAL AREA(ACRES) = 24.00
FLOW PROCESS FROM NODE 101.01 TO NODE 108.01 IS CODE = 3
--------------
--------------------------------------------------------------
/ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
---------���____ =_=_
MDEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 7.5
UPSTREAM NODE ELEVATION(FEET3 = 1087.00
DOWNSTREAM NODE ELEVATION(FEET) = 1079.70
FLOW LENGTH(FEET) = 1500.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 45.72
TRAVEL TIME(MIN.) = 3.31 TC(MIN.) = 20.62
FLOW PROCESS FROM NODE 108.00 TO NODE 108.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
N
==
25 YEAR RAINFALL INTENSITY(INCH/HR) =x2.023----_==Y~==--N----=_
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 9.82
EFFECTIVE AREA(ACRES) = 29.60 AREA -AVERAGED FM (INCH/HR) _ .16
AREA -AVERAGED Fp(INCH/HR) = .33 AREA -AVERAGED Ap = .48
TOTAL AREA(ACRES) = 29.60 PEAK FLOW RATE(CFS) = 49.73
TC(MIN) = 20.62
Page 4
i
?,_..
JlwrFLOW PROCESS FROM NODE 111.10 TO NODE 108.01 IS CODE = 8
------------------------------------
----------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.023
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 1.89
EFFECTIVE AREA(ACRES) = 30.68 AREA -AVERAGED FM(INCH/HR) _ .15
AREA -AVERAGED Fp(INCH/HR) = .33 AREA -AVERAGED Ap = .46
TOTAL AREA(ACRES) = 30.68 PEAK FLOW RATE(CFS) = 51.62
TC(MIN) = 20.62
FLOW PROCESS FROM NODE 115.00 TO NODE 108.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.023 N
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) 2.16
EFFECTIVE AREA(ACRES) = 31.91 AREA -AVERAGED FM(INCH/HR) _ .15
AREA -AVERAGED Fp(INCH/HR) = .34 AREA -AVERAGED Ap = .45
TOTAL AREA(ACRES) = 31.91 PEAK FLOW RATE(CFS) 53.78
TC(MIN) = 20.62
****************************************************************************
FLOW PROCESS FROM NODE 108.01 TO NODE 107.01 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.8
UPSTREAM NODE ELEVATION(FEET) = 1079.70
DOWNSTREAM NODE ELEVATION(FEET) = 1075.90
FLOW LENGTH(FEET) = 260.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 53.88
TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 19.44
****************************************************************************
FLOW PROCESS FROM NODE 107.00 TO NODE 107.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
AWW 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.096
Page 5
** PEAK FLOW RATE TABLE **
Q TC Intensit
Fp Ap
Fm
Ae
(CFS) (MIN.) (INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 53.88 19.07 2.120
.34 .44
.15
30.38
2 53.78 20.62 2.023
.34 .45
.15
31.91
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 53.88
TC(MIN.) = 19.07
AREA -AVERAGED FM(INCH/HR) = .15 AREA -AVERAGED
Fp(INCH/HR)
_ .34
AREA -AVERAGED Ap = .44 EFFECTIVE AREA(ACRES) =
30.38
****************************************************************************
FLOW PROCESS FROM NODE 108.01 TO NODE 107.01 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.8
UPSTREAM NODE ELEVATION(FEET) = 1079.70
DOWNSTREAM NODE ELEVATION(FEET) = 1075.90
FLOW LENGTH(FEET) = 260.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 53.88
TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 19.44
****************************************************************************
FLOW PROCESS FROM NODE 107.00 TO NODE 107.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
AWW 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.096
Page 5
r� SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) - 7.40 SUBAREA RUNOFF(CFS) = 13.46
EFFECTIVE AREA(ACRES) = 37.78 AREA -AVERAGED FM(INCH/HR) _ .13
AREA -AVERAGED Fp(INCH/HR) = .36 AREA -AVERAGED Ap = .38
TOTAL AREA(ACRES) = 39.31 PEAK FLOW RATE(CFS) _ 06.68
TC(MIN) = 19.44
FLOW PROCESS FROM NODE 107.01 TO NODE 106.11 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 12.6
UPSTREAM NODE ELEVATION(FEET; = 1075.90
DOWNSTREAM NODE ELEVATION(FEET) = 1070.55
FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 66.68
TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 19.92
FLOW PROCESS FROM NODE 106.11 TO NODE 106.11 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2N~~ M N
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN. = 19.92
RAINFALL INTENSITY(INCH/HR = 2.07
AREA -AVERAGED FM(INCH/HR) = .13
AREA -AVERAGED Fp ((INCH/HR) = .36
AREA -AVERAGED Ap = 38
EFFECTIVE STREAM AREA(ACRES) = 37.78
TOTAL STREAM AREA(ACRES) = 39.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 66.68
FLOW PROCESS FROM NODE 106.00 TO NODE 106.01 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
UPSTREAM ELEVATION(FEET) = 1098.00
DOWNSTREAM ELEVATION(FEET) = 1095.70
ELEVATION DIFFERENCE FEET = 2.30
TC(MIN.) = .304*[( 500.00** 3.00)/( 2.30)]** .20 = 10.713
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.997
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 9.99
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 9.99
,,r Page 6
FLOW PROCESS FROM NODE 106.01 TO NODE 106.11 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8
UPSTREAM NODE ELEVATION(FEET) = 1086.00
DOWNSTREAM NODE ELEVATION(FEET) - 1070.55
FLOW LENGTH(FEET) = 1050.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.99
TRAVEL TIME(MIN.) = 2.24 TC(MIN.) = 12.95
FLOW PROCESS FROM NODE 106.10 TO NODE 106.11 IS CODE = - 8
---------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.674
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 9.12
EFFECTIVE AREA(ACRES) = 7.70 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 18.01
TC(MIN) = 12.95
' FLOW PROCESS FROM NODE 111.00 TO NODE 106.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.674
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.34
EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 20.35
TC(MIN) = 12.95
FLOW PROCESS FROM NODE 106.11 TO NODE 106.11 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
-------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.95
RAINFALL INTENSITY(INCH/HR = 2.67
AREA -AVERAGED Fm INCH/HR = .07
AREA -AVERAGED Fp INCH/HR = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 8.70
TOTAL STREAM AREA(ACRES) = 8.70
Page 7
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.35
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
**
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q
Q TC Intensit
Fp Ap FM
Ae
(MIN92 (IN2H066)
(INCH38R) (INCH/HR)
(ACRES)
1 82F27
.32
48
2 80.88 21.47 1.975
.38 .33 .13
48.01
3 77.38 12.95 2.674
.39 .30 .12
33.27
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
.30
PEAK FLOW RATE(CFS) = 82.27
TC(MIN.) = 19.917
2 82.27
EFFECTIVE AREA(ACRES) = 46.48
AREA -AVERAGED FM(INCH/HR) _
.12
AREA -AVERAGED Fp(INCH/HR) _ .38
AREA -AVERAGED Ap = .32
46.48
TOTAL AREA(ACRES) = 48.01
21.47
1.975
.38
END OF STUDY SUMMARY:
.13
48.01
TOTAL AREA(ACRES) = 48.01
TC(MIN.) = 19.92
EFFECTIVE AREA(ACRES) = 46.48
AREA -AVERAGED FM(INCH/HR)=
.12
AREA -AVERAGED Fp(INCH/HR) _ .38
AREA -AVERAGED Ap = .32
PEAK FLOW RATE(CFS) = 82.27
** PEAK FLOW RATE TABLE
**
Q
TC
Intensit
Fp
Ap
FM
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 77.38
12.95
2.674
.39
.30
.12
33.27
2 82.27
19.92
2.066
.38
.32
.12
46.48
3 80.88
21.47
1.975
.38
.33
.13
48.01
END OF RATIONAL METHOD ANALYSIS
{
Page 8
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION
(c) copyright 1983-93 Advanced Engineering Software (aes)
ver. 1.9B Release Date: 7/18/93 License ID 1202
Analysis prepared by:
HUITT-ZOLLARS, INC.
1101 S. MILLIKEN, SUITE G
ONTARIO, CALIFORNIA 91761
TEL: (909) 390-8400 - FAX: (909) 390-8406
----------------------------------------------------------------------------
FILE NAME: FECNLCXX.DAT
TIME/DATE OF STUDY: 13:38 5/ 3/2004
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ _920
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400
SLOPE OF INTENSITY DURATION CURVE = .6000
FLOW PROCESS FROM NODE 103.00 TO NODE 103.01 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
NATURAL POOR COVER -
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00
UPSTREAM ELEVATION(FEET) = 1110.00
DOWNSTREAM ELEVATION FEET = 1105.00
ELEVATION DIFFERENCE FEET = 5.00
TC(MIN.) = .525*[( 260.00** 3.00)/( 5.00)]** .20 = 10.699
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.770
SOIL CLASSIFICATION IS "A"
NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, FM(INCH/HR) = .4100
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .41
SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 7.56
TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 7.56
FLOW PROCESS FROM NODE 103.01 TO NODE 103.02 IS CODE = 5.1
- - - - - - - -- - - - - -- - - - - -- - - - -- -- - - - --- - - -- - -- - - -- - - -- ---- - - - -- - - - T -- - - - - -- - - - -- -
»»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
»»>TRAVELTIME THRU SUBAREA««<
-------------------------
-----------------------------
UPSTREAM NODE ELEVATION = 1105.00
DOWNSTREAM NODE ELEVATION = 1095.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00
CHANNEL SLOPE _ .0667
Page 1
1�CHANNEL BASE FEET = 40.00 "Z" FACTOR =
MANNING'S FACTOR , 030 MAXIMUM DEPT%EET)9 990 .50
CHANNEL FLOW THRU SUBAREA(CFS) = 7. 6
FLOW VELOCITY(FEET/SEC) = 2.17 FLOW DEPTH(FEET) _ .07
TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 11.85
FLOW PROCESS FROM NODE 103.10 TO NODE 103.02 IS CODE _ 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.546
SOIL CLASSIFICATION IS "A"
NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, FM(INCH/HR) = .4100
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .41
SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.36
EFFECTIVE AREA(ACRES) 4.40 AREA -AVERAGED FM(INCH/HR) _ .41
AREA -AVERAGED Fp(INCH/HR) _ :41 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) 4.40 PEAK FLOW RATE(CFS) 12.42
TC(MIN) = 11.85
FLOW PROCESS FROM NODE 103.02 TO NODE 103.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.546
SOIL CLASSIFICATION IS "A"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0970
i' SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 8.38
EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED FM(INCH/HR) _ .29
AREA -AVERAGED Fp(INCH/HR) _ .44 AREA -AVERAGED Ap = .66
TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 20.80
TC(MIN) = 11.85
FLOW PROCESS FROM NODE 103.02 TO NODE 103.11 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES - - ~-
PIPE -FLOW VELOCITY(FEET/SEC.) =
= 7.6
UPSTREAM NODE ELEVATION(FEET 1087.80
DOWNSTREAM NODE ELEVATION(FEET) = 1076.33
FLOW LENGTH(FEET) = 1400.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.80
TRAVEL TIME(MIN.) = 3.09 TC(MIN.) = 14.93
FLOW PROCESS FROM NODE 103.30 TO NODE 103.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.087
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
war Page 2
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 50
SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 19.28
EFFECTIVE AREA(ACRES) = 15.00 AREA -AVERAGED FM(INCH/HR) _ .34
AREA -AVERAGED Fp(INCH/HR) = .58 AREA -AVERAGED Ap = .57
TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 37.15
TC(MIN) = 14.93
FLOW PROCESS FROM NODE 116.10 TO NODE 103.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.087
SOIL CLASSIFICATION IS "A"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0970
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 7.26
EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED FM(INCH/HR) _ .30
AREA -AVERAGED Fp(INCH/HR) = .60 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 44.41
TC(MIN) = 14.93
FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
__---- ________
FLOW PROCESS FROM NODE 109.00 TO NODE 109.01 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
UPSTREAM ELEVATION(FEET) = 1098.00
DOWNSTREAM ELEVATION(FEET) = 1091.00
ELEVATION DIFFERENCE(FEET) = 7.00
TC(MIN.) = 304*[( 900.00** 3.00)/( 7.00)]** .20 = 12.201
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.485
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 26.70
TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 26.70
FLOW PROCESS FROM NODE 112.00 TO NODE 109.01 IS CODE = 8
=---------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.485
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.38
Page 3
EFFECTIVE AREA(ACRES) = ' 9.80 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 30.07
TC(MIN) = 12.20
FLOW PROCESS FROM NODE 115.10 TO NODE 109.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
aaaaaaaaaaa�aaaaaaaaaa==aa==a�aaaaaacaaaaaaaaa==aaaaaaaaaaaaaaaaaaaaaaaaaa
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.485
SOIL CLASSIFICATION IS 106"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 3.28
EFFECTIVE AREA(ACRES) = 10.87 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 10.87 PEAK FLOW RATE(CFS) = 33.36
TC(MIN) = 12.20
FLOW PROCESS FROM NODE 109.01 TO NODE 116.01 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING.COMPUTER-ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 6.3
UPSTREAM NODE ELEVATION(FEET = 1080.70
DOWNSTREAM NODE ELEVATION(FEET) = 1079.80
FLOW LENGTH(FEET) = 240.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.36
TRAVEL TIME(MIN.) _ .63 TC(MIN.) = 12.84
FLOW PROCESS FROM NODE 116.01 TO NODE 110.01 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
---__a_w__-----_--_----- N -----
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC. = 6.5
UPSTREAM NODE ELEVATION(FEET = 1079.80
DOWNSTREAM NODE ELEVATION(FEET) = 1078.45
FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.36
TRAVEL TIME(MIN.) _ .84 TC(MIN.) = 13.68
FLOW PROCESS FROM NODE 110.00 TO NODE 110.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSIIY(INCH/HR) = 3.254
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) =. .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
Page 4
b
SUBAREA AREA(ACRES) = 11.40 SUBAREA RUNOFF(CFS) = 32.62
EFFECTIVE AREA(ACRES) = 22.27 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap - .10
TOTAL AREA(ACRES) = 22.27 PEAK FLOW RATE(CFS) = 63.72
TC(MIN) = 13.68
FLOW PROCESS FROM NODE 113.00 TO NODE 110.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
--------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = 10
SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 3.09
EFFECTIVE AREA(ACRES) = 23.35 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 23.35 PEAK FLOW RATE(CFS) = 66.81
TC(MIN) = 13.68
FLOW PROCESS FROM NODE 118.00 TO NODE 110.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 3.09
EFFECTIVE AREA(ACRES) = 24.43 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 24.43 PEAK FLOW RATE(CFS) = 69.90
TC(MIN) = 13.68
FLOW PROCESS FROM NODE 110.01 TO NODE 103.11 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.= 7.7
UPSTREAM NODE ELEVATION(FEET = 1078.45
DOWNSTREAM NODE ELEVATION(FEET) = 1076.33
FLOW LENGTH(FEET) = 520.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 69.90
TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 14.80
FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 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.) = 14.80
Page 5
R
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wwwwwwwwwwwwwwwwwwwwwwwwwwwwww**wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww
FLOW PROCESS FROM NODE 104.00 TO NODE 104.01 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) - 520.00
UPSTREAM ELEVATION(FEET) = 1130.00
DOWNSTREAM ELEVATION(FEET) = 1110.00
ELEVATION DIFFERENCE(FEET) = 20.00
TC(MIN.) = 304*[( 520.00** 3.00)/( 20.00)]** .20 = 7.117
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.815
SOIL CLASSIFICATION IS "A"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0970
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 4.03
TOTAL AREA(ACRES) = .95 PEAK FLOW RATE(CFS) = 4.03
wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww
FLOW PROCESS FROM NODE 104.01 TO NODE 103.11 IS CODE = 6
------ -------- ----- ----- --------- -------- --------- -------- ------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1110.00 DOWNSTREAM ELEVATION(FEET) 1088.00
STREET LENGTH(FEET) = 690.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 51.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 37.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.03
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .34
HALFSTREET FLOOD WIDTH(FEET) = 9.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84
PRODUCT OF DEPTH&VELOCITY = 1.32
STREET FLOW TRAVEL TIME(MIN.) = 2.99 TC(MIN.) = 10.11
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.901
SOIL CLASSIFICATION IS "A"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0970
SUBAREA PERVIOUS LOSS RATE, FP(INCH/HR) = .97
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) _ .00
EFFECTIVE AREA(ACRES) _ .95 AREA -AVERAGED FM(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = .95 PEAK FLOW RATE(CFS) = 4.03
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 34 HALFSTREET FLOOD WIDTH(FEET) = 9.27
FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY = 1.32
Page 6
6
RAINFALL INTENSITY(INCH/HR)
= 3.10
t
AREA -AVERAGED FM(INCH/HR) _
.07
AREA -AVERAGED Fp ((INCH/HR =
.75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES)
= 24.43
TOTAL STREAM AREA(ACRES) =
24.43
PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.90
wwwwwwwwwwwwwwwwwwwwwwwwwwwwww**wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww
FLOW PROCESS FROM NODE 104.00 TO NODE 104.01 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) - 520.00
UPSTREAM ELEVATION(FEET) = 1130.00
DOWNSTREAM ELEVATION(FEET) = 1110.00
ELEVATION DIFFERENCE(FEET) = 20.00
TC(MIN.) = 304*[( 520.00** 3.00)/( 20.00)]** .20 = 7.117
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.815
SOIL CLASSIFICATION IS "A"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0970
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 4.03
TOTAL AREA(ACRES) = .95 PEAK FLOW RATE(CFS) = 4.03
wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww
FLOW PROCESS FROM NODE 104.01 TO NODE 103.11 IS CODE = 6
------ -------- ----- ----- --------- -------- --------- -------- ------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1110.00 DOWNSTREAM ELEVATION(FEET) 1088.00
STREET LENGTH(FEET) = 690.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 51.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 37.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.03
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .34
HALFSTREET FLOOD WIDTH(FEET) = 9.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84
PRODUCT OF DEPTH&VELOCITY = 1.32
STREET FLOW TRAVEL TIME(MIN.) = 2.99 TC(MIN.) = 10.11
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.901
SOIL CLASSIFICATION IS "A"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0970
SUBAREA PERVIOUS LOSS RATE, FP(INCH/HR) = .97
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) _ .00
EFFECTIVE AREA(ACRES) _ .95 AREA -AVERAGED FM(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = .95 PEAK FLOW RATE(CFS) = 4.03
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 34 HALFSTREET FLOOD WIDTH(FEET) = 9.27
FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY = 1.32
Page 6
6
Li
FLOW PROCESS FROM NODE 105.00 TO NODE 103.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.901
SOIL CLASSIFICATION IS "A"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0970
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .95 SUBAREA RUNOFF(CFS) = 3.25
EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED FM(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 6.51
TC(MIN) = 10.11
FLOW PROCESS FROM NODE 113.10 TO NODE 103.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.901
SOIL CLASSIFICATION IS "A"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0970
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 4.72
EFFECTIVE AREA(ACRES) = 3.28 AREA -AVERAGED FM(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 3.28 PEAK FLOW RATE(CFS) = 11.23
TC(MIN) = 10.11
FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 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.) = 10.11
RAINFALL INTENSITY(INCH/HR) = 3.90
AREA -AVERAGED Fm(INCH/HR) = .10
AREA -AVERAGED Fp INCH/HR = .97
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 3.28
TOTAL STREAM AREA(ACRES) = 3.28
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.23
RAINFALL INTENSITY AND
TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED
FOR 2 STREAMS.
** PEAK FLOW RATE TABLE
**
Q TC
Intensit
Fp
Ap Fm
Ae
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(INCH/HR)
(ACRES)
1 78.77 14.80
3.104
.78
.10 .08
27.71
2 71.55 10.11
3.901
.79
.10 .08
19.97
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
78.77
TC(MIN.) =
14.796
EFFECTIVE AREA(ACRES) =
27.71
AREA -AVERAGED FM(INCH/HR)
_ .08
Page 7
AREA -AVERAGED Fp(INCH/HR) = .78 AREA -AVERAGED Ap .10
TOTAL AREA(ACRES) = 27.71
FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE
--= 11
-------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
a===m=a=ac=. a==a==aaa=aoa==aaaaaaaoaa=oaa=a=====as==�=a==ac====aaa==a=ac=a
** PEAK FLOW RATE TABLE **
Q TC Intensit Fp Ap Fm Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES)
1 110.39 10.11 3.901 .64 .25 .16 31.95
2 123.04 14.80 3.104 .64 .26 .16 45.25
3 122.74 14.93 3.087 .64 .26 .16 45.41
TOTAL AREA = 45.41
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 123.04 TC(MIN.) - 14.796
EFFECTIVE AREA(ACRES) = 45.25 AREA -AVERAGED FM(INCH/HR) _ .16
AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .26
TOTAL AREA(ACRES) = 45.41
****************************************************************************
FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE = '12
------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
****************************************************************************
` FLOW PROCESS FROM NODE 103.11 TO NODE 117.01 IS CODE = 3
-------------------------- -------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.0
UPSTREAM NODE ELEVATION(FEET) = 1076.33
DOWNSTREAM NODE ELEVATION(FEET) = 1075.90
FLOW LENGTH(FEET) = 100.00 MANNING'S N = 013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 123.04
TRAVEL TIME(MIN.) = .19 TC(MIN.) = 14.98
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 45.41 TC(MIN.) = 14.98
EFFECTIVE AREA(ACRES) = 45.25 AREA -AVERAGED FM(INCH/HR)= .16
AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .26
PEAK FLOW RATE(CFS) = 123.04
** PEAK FLOW RATE TABLE **
Q TC Intensit Fp Ap Fm Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES)
1 110.39 10.30 3.858 .64 .25 .16 31.95
2 123.04 14.98 3.081 .64 .26 .16 45.25
3 122.74 15.12 3.064 .64 .26 .16 45.41
END OF RATIONAL METHOD ANALYSIS
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