HomeMy WebLinkAboutSierra Business Park PM 16264 June 2004HYDROLOGY AND HYDRAULIC
CALCULATIONS
FOR
SIERRA BUSINESS PARK
SOUTH EAST CORNER OF
SLOVER AVENUE AND SIERRA AVENUE
PREPARED FOR
LENNAR PARTNERS
PREPARED BY:
HUITT-ZOLLARS
1101 SOUTH MILLIKEN AVENUES SUITE #G
ONTARIOS CALIFORNIA 91761
JUNE 2004
PROJECT NO. 11-0202-02
Table of Contents
Title
Introduction
Location
Purpose
Previous Studies
Hydrologic Analysis
Hydraulic Analysis
Conclusions
Page
1
2
11
3
List of Technical Appendices
Technical Appendix A 100-Year Rational Method Analysis
Hall & Foreman, Inc.
Technical Appendix B 25-Year Rational Method Analysis
Hall & Foreman, Inc.
Technical Appendix C Hydrology Map
Hall & Foreman, Inc.
Technical Appendix D 100-Year Rational Method Analysis
Huitt-Zollars, Inc.
Technical Appendix E 25-Year Rational Method Analysis
Huitt-Zollars, Inc.
Technical Appendix F Hydrology Map
Huitt-Zollars, Inc.
Technical Appendix G 100-Year Rational Method Analysis
RBF Consulting
Technical Appendix H 25-Year Rational Method Analysis
RBF Consulting
Technical Appendix I Hydrology Map
RBF Consulting
Technical Appendix J 100-Year Hydrograph Analysis
Including Detention Basin
Technical Appendix K 100-Year Hydraulic Analysis
Technical Appendix L 25-Year Hydraulic Analysis
Introduction
A hydrologic and hydraulic analysis has been prepared for the Sierra Business Park and
surrounding areas. Several drainage reports have been prepared in the past for this area. This
report is a compilation and integration of these other reports into a global drainage design for the
area.
Location
The Sierra Business Park site is located east of Sierra Avenue between Slover Avenue and Santa
Ana Avenue in the City of Fontana, California. Other developments are also included in this
hydrologic and hydraulic analysis including the Empire Center which is located north of Sierra
Business Park and Sycamore Hills which is located south of Sierra Business Park.
Purpose
This report has been developed to evaluate drainage improvements necessary to convey flows
from the Sierra Business Park site and the other surrounding developments to the DeClez
Channel. The existing drainage facilities upstream of the DeClez Channel do not have adequate
capacity to convey the developed 100-year peak flow rates. Due to this constraint, storm flows
will need to be detained in order to reduce the peak flows to a level that can be adequately
conveyed by the existing drainage facilities.
Additionally, the existing drainage system in Sierra Avenue and Slover Avenue was designed to
convey the 25-year return event flows. The current drainage plan for the area is to drain the 100-
year return event flows. Therefore, some improvements to this existing storm drain will be
required in order to meet the current criteria.
Previous analyses have concentrated on incorporating onsite detention basins in each
development to reduce the peak flow rate. This report has been developed to incorporate one
single offsite basin, located west of Sierra Avenue, to reduce the 100-year peak flow rate to an
adequate level.
Previous Studies
As indicated, this report is based on hydrologic and hydraulic analyses that have been previously
completed. The 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
Huitt Zollars, Inc — November 1, 2003
Storm Drain Basis of Design Sycamore Hills II — Tentative Tract No. 16495
RBF Consulting — February 2004
Hydrologic Analysis
The rational method hydrologic analysis is contained in Technical Appendices A, B, D, E, G, &
H. The basis for the calculations is the previous studies. Some minor modifications were made
to the previous studies to incorporate the latest drainage plans for the area. Most notably, the
Sierra Business Park onsite storm drain facility Line H has been re-routed west in Santa Ana
Avenue to the existing storm drain in Sierra Avenue rather than crossing Santa Ana Avenue and
flowing through the residential development to the south.
Since a detention basin has been proposed as an integral component of the area drainage plan, a
hydrograph analysis has also been completed. In order to develop the lag parameter for the
hydrograph analysis, the rational method Tc of the longest flowpath must be known. Since the
previous studies "user -specified" drainage information from the upstream studies, the Tc for the
longest flowpath was not available. Therefore, the rational method data files were modified to
include all confluence values, including the longest flowpath, so that the Tc of the longest
flowpath was available. The hydrograph and basin routing analysis is contained in Technical
Appendix J.
The proposed detention basin was evaluated to reduce the 100-year flows to a level that could be
adequately drained by the existing storm drain facility. In order to accomplish this, the basin
outlet bleeder line is required to drain south to the existing reinforced concrete box (RCB) in
Jurupa Avenue. Even, draining to the RCB, the basin outlet will be impacted by a submergence
effect from the downstream hydraulics. For the outlet structure calculations, the submergence
effect was assumed to be linearly interpolated from zero at the basin floor to the water surface
elevation determined by the downstream hydraulics at the spillway crest. The basin has also
been analyzed to incorporate infiltration into the highly permeable soils. Based on a
geotechnical investigation report for an adjacent site, the infiltration rate was assumed to be 1.8
inches per minute into the basin floor.
Hydraulic Analysis
An extensive hydraulic analysis of the drainage system was completed as part of the Storm Drain
Basis of Design Sycamore Hills II — Tentative Tract No. 16495 completed by RBF Consulting in
February 2004. Based on Figures 5.1 and 5.2 of that report, it has been determined that at least
I I I cfs basin outflow can be reintroduced into the existing reinforced concrete box in Jurupa
Avenue.
A hydraulic analysis was completed for the bleeder line from the basin outlet to the reinforced
concrete box in Jurupa Avenue. This analysis determined the size of the bleeder line and the
water surface at the detention basin that would be used as submergence in the calculations of the
basin outlet size. This hydraulic analysis was balanced with the basin analysis to determine the
maximum water surface elevation in the basin.
The hydraulics of the existing storm drain system in Sierra Avenue were analyzed using a
controlling water surface equal to the maximum detention basin 100-year water surface
elevation. Both 100-year and 25-year hydraulic analyses were completed for the Sierra Avenue
system based on this same controlling hydraulic grade line elevation. The peak flow rates for
these analyses were taken from the hydrologic analyses with the exception of the upstream
reaches in Slover Avenue. In this area, the previous hydrologic analysis does not correspond to
the 25-year peak flow rates shown on the storm drain plans for this facility. Therefore, the peak
flow rates on the plans were used for the 25-year analysis and were increased for the 100-year
analysis based on the ratio of 100-year to 25-year flows from the site.
Additionally, 100-year hydraulic analyses were completed for Sierra Business Park onsite storm
drain facility Line A, a portion of which exists in Santa Ana Avenue, and Line H. Technical
Appendix K contains the 100-year hydraulic analyses and Technical Appendix L contains the
25-year hydraulic analysis of the storm drain in Sierra Avenue and Slover Avenue.
Conclusions
With minor improvements to the existing storm drain system, a modified drainage system has
been developed to adequately convey 100-year return event flows from the Sierra Business Park
site. The proposed improvements include an offsite detention basin, re-routing of the existing
storm drain in Sierra Avenue into the basin, and upgrading a portion of the existing storm drain
in Sierra Avenue, specifically increasing the size of the existing 54" storm drain from Sta.
36+07.33 to Sta. 42+47.67 to a 60" storm drain.
The storm drain facilities serving the development north of Slover Avenue were designed to
convey 25-year return event peak flow rates. Although it is not required that these storm drains
be able to convey the 100-year return event flows, a quick analysis indicated that the system
could likely be upsized to convey the 100-year flows. By upsizing approximately 750' of the
existing 42" storm drain in Sierra Avenue from Sta. 56+07.14 to Sta. 63+58.16 to a 48" storm
drain, the hydraulic grade line of the storm drain in Slover Avenue at the location where the
storm drain goes onsite appears to be sufficiently low to drain the 100-year flows (no onsite
analysis was completed).
Technical Appendix A
100-Year Rational Method Analysis
Derived
from
Master Hydrology Study for Empire Center Lines A, B, & C
Hall & Foreman, Inc — January 28, 1992
is it i� is it is it it it it ie it it'h'h it it it it it is it is ie it it is is is it it it it it it ie it it it it is is it it it it it it it is it it it it it it it ie it ie it is sY ie it it is it it is is it it it it is
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
----------------------------------------------------------------------------
FILE NAME: FECNLBXX.DAT
TIME/DATE OF STUDY: 12:46 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
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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
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.197
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) = 10.41
TOTAL AREA(ACRES) = 3.95 PEAK FLOW RATE(CFS) = 10.41
'.ci:i: stir it is is it*iti:&ic*i:**iri: �Y it it*ic sY it i:i:i:*it it it i:i:ic*i: it it i:ir*ic it is it is i.•*i:**. it it it is is*i.•i: is it is is is is i�it is ir**ir it
FLOW PROCESS FROM NODE 100.01 TO NODE 100.01 IS CODE = 8
----------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY (INCH/HR) = 3.197
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) = 8.29
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) = 18.70
TC(MIN) = 14.08
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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 30.0 INCH PIPE IS 21.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.0
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) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 18.70
TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 15.65
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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.) = 15.65
RAINFALL INTENSITY(INCH/HR) = 3.00
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 = 18.70
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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
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.046
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) 12.24
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 12.24
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FLOW PROCESS FROM NODE 102.01 TO NODE 102.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
Page 2
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.046
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) = 12.84
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) = 25.08
TC(MIN) = 15.27
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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 33.0 INCH PIPE IS 25.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.1
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) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 25.08
TRAVEL TIME(MIN.) 1.91 TC(MIN.) = 17.18
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FLOW PROCESS FROM NODE 101.00 TO NODE 101.01 IS CODE = 8
---------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.838
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) = 8.09
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) = 31.35
TC(MIN) = 17.18
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FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.838
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) = 9.70
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) = 41.04
TC(MIN) = 17.18
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FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 IS CODE = 1
Page 3
-------------------------
»»>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.) = 17.18
RAINFALL INTENSITY(INCH/HR) = 2.84
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 = 41.04
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 58.37 15.65 3.001 .31 .56 .18 22.48
2 58.65 17.18 2.838 .31 .56 .18 24.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 58.65 TC(MIN.) = 17.182
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
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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)««<
- --------------------------------------------------------------------
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.0
UPSTREAM NODE ELEVATION(FEET) = 1087.00
DOWNSTREAM NODE ELEVATION(FEET) = 1079.70
FLOW LENGTH(FEET) = 1500.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 58.65
TRAVEL TIME(MIN.) = 3.13 TC(MIN.) = 20.31
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FLOW PROCESS FROM NODE 108.00 TO NODE 108.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.567
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 AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 12.56
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) = 64.21
TC(MIN) = 20.31
.. .. ,, ,, «'?: ?r ?t «•ic«..**?tic?:**icc*•.l•ic«?r«?r?ric«*i:*ir*........i:i:i:i:«•ir*?. is ie***'..•*iti:?..... .. .. .. .. .. .. .. .. ?t is it«•*i: :: it
Page 4
FLOW PROCESS FROM NODE 111.10 TO NODE 108.01 IS CODE = 8
---------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.567
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 AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.42
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) = 66.63
TC(MIN) = 20.31
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FLOW PROCESS FROM NODE 115.00 TO NODE 108.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.567
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 AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 2.76
EFFECTIVE AREA(ACRES) = 31.91 AREA -AVERAGED FMCINCH/HR) _ .15
AREA -AVERAGED Fp(INCH/HR) = .34 AREA -AVERAGED Ap = .45
TOTAL AREA(ACRES) = 31.91 PEAK FLOW RATE(CFS) = 69.39
TC(MIN) = 20.31
** PEAK FLOW RATE TABLE **
Q
TC
Intensit
Fp Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 69.48
18.78
2.690
.34 .44
.15
30.39
2 69.39
20.31
2.567
.34 .45
.15
31.91
NEW PEAK FLOW
DATA ARE:
PEAK FLOW RATE(CFS) =
69.48
TC(MIN.) = 18.78
AREA -AVERAGED
FM(INCH/HR) = .15 AREA -AVERAGED
Fp(INCH/HR) _
.34
AREA -AVERAGED
Ap =
.44 EFFECTIVE AREA(ACRES) =
30.39
'rYt::**4:�•�c Yc't:ttc*Yt*'.cic'.r*i.•4c 4c:Y sY it it it i:ir*****ic 4r:Y it ic:Y4c*:Y*ir*ir it*ir ir�r*ic**ir'.c:c4r'c 4t***ic 4t :t '.c ::::'.t*it*ir
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 36.0 INCH PIPE IS 26.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.6
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) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 69.48
TRAVEL TIME(MIN.) _ .35 TC(MIN.) = 19.13
4:is*is 4r:'t4�*4c'c'.c4r:'r it it it sY is 4r is ir:Y4: is it*4c it:Y it 4c is it it:Y it 4t is 4r**it ic:Y:'c is �c Yc it*:Y**°k 4c �r it 4::Y?.•�•'.t 4e.:: 4r:'e is ic'c ir:'c 4c**ir 4v
FLOW PROCESS FROM NODE 107.00 TO NODE 107.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.661
Page 5
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) = 17.22
EFFECTIVE AREA(ACRES) = 37.79 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) = 85.90
TC(MIN) = 19.13
:c�:�.;4;4; it 4e ie:; it is f; ie it it 4r it it is icx it it ie Xir ie 4r 4r it it sY:;:;i; it 44c is u it fc is it it it is ie it is k'.e is is ie is ie is i; 4 it it i; 4; ie'.c 4r i; it ie is dr is 4; k:r
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 39.0 INCH PIPE IS 28.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.3
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) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 85.90
TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 19.58
FLOW PROCESS FROM NODE 106.11 TO NODE 106.11 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.) = 19.58
RAINFALL INTENSITY(INCH/HR) = 2.62
AREA -AVERAGED FM(INCH/HR) = .13
AREA -AVERAGED Fp(INCH/HR) = .36
AREA -AVERAGED Ap = .38
EFFECTIVE STREAM AREA(ACRES) = 37.79
TOTAL STREAM AREA(ACRES) = 39.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.90
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
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.767
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) = 12.63
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 12.63
Page 6
is k is ie is is ie is it ie ie � ie is it is ie it ie is it is is X it it ie ie is is ie it it ie ie it it it ie it ie ie it is is ie it it is is ie ie is it it it itit ie it is it is ie ie it is it is is ie it k sY it is
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 21.0 INCH PIPE IS 12.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.4
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) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.63
TRAVEL TIME(MIN.) = 2.09 TC(MIN.) = 12.81
d: it kic it it it it is it ie it it it it is it is is is it it is i; it iir it ie it it it s4 it it ie ie it it it it ie is it is it is it it it it it it is is ir•k it it fc ie it is it it it i; 9r it it is it is is is is
FLOW PROCESS FROM NODE 106.10 TO NODE 106.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
-------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.385
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) = 11.62
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) = 22.94
TC(MIN) = 12.81
it is is is it it it it i:ici; it is is ie Xir is is it �t is it it it it ie it ic�ir ie �Y Yr:e ie it it ie ir�ir it ie it is ie it is it it �sY ie ie it ie i; it it it it is is icir it �Y it it it it it i; �'r
FLOW PROCESS FROM NODE 111.00 TO NODE 106.11 IS CODE = 8
----------------------------------------------------------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.385
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) = 2.98
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) = 25.92
TC(MIN) = 12.81
•k it i<kic icir it it is ir�ic is it it ir�ir��i: fir it t. is iric it kic ic:�ir is it it it ic•k irir is it it is it it is is i<i; is iric��ic&ic it is is it i; i<ie it it is is iri;tk
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.) = 12.81
RAINFALL INTENSITY(INCH/HR) = 3.38
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 = 25.92
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)
1 105.86 19.58
2.624
.38
.32
.12
46.49
2 104.12 21.11
2.508
.38
.33
.13
48.01
3 99.29 12.81
3.385
.39
.30
.12
33.42
COMPUTED CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
105.86
TC(MIN.) =
19.576
EFFECTIVE AREA(ACRES) =
46.49
AREA -AVERAGED
FM(INCH/HR) _
.12
AREA -AVERAGED Fp(INCH/HR)
_ .38
AREA -AVERAGED
Ap .32
TOTAL AREA(ACRES) =
---------------------------------------------=------------------------------
48.01
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) =
48.01
TC(MIN.) =
19.58
EFFECTIVE AREA(ACRES) =
46.49
AREA -AVERAGED
FM(INCH/HR)=
.12
AREA -AVERAGED Fp(INCH/HR)
_ .38
AREA -AVERAGED
Ap = .32
PEAK FLOW RATE(CFS) =
105.86
** PEAK FLOW RATE TABLE
**
Q TC
Intensity
Fp
Ap
FM
Ae
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(INCH/HR)
(ACRES)
1 99.29 12.81
3.385
.39
.30
.12
33.42
2 105.86 19.58
2.624
.38
.32
.12
46.49
3 104.12 21.11
----------------------------------------------------------------------------
----------------------------------------------------------------------------
2.508
.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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
----------------------------------------------------------------------------
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
..::?r �•?:?: ?:?:?c*?c*?c?r?c?c*?t �?c?c**?t?c?:**::?r�YsY*�Y?r?c*?:*R•*?::c:.c�"?: �"�?v?r?r?r �?r�'.r� :ram � :e:Y?r'..' �?c?r?r?r k?:?cir?c?r?r
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
?: *?cR•?r?r?c ?r R•?: ?c'..•4e*?r ?c ?r?: *?r*?c?c?: it ?c?r*?t ?c �Y* �•?: ?c?c *fr ?r*?c ?c ?:?e?: *?:?: is ?c ?c ?.•?: *?c ?c ?c*?c ?r?: ?: ?::: **?r4;'.c�•ir ?r i;?c?; �•
FLOW PROCESS FROM NODE 103.01 TO NODE 103.02 IS CODE = 5.1
----------------------------------------------------------------------------
»»>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
CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) _ .50
CHANNEL FLOW THRU SUBAREA(CFS) = 7.56
FLOW VELOCITY(FEET/SEC) = 2.17 FLOW DEPTH(FEET) _ .07
TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 11.85
k',t it icic�it it is ie it ie it it it is is is �Y it it it is is ie is is is it it it it it it it is is it is it is is is it is is it'h it it it is is is it is it it is is is is it it is it is ie it ie is is it it is it
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
it i; is is it it ir:� i<it it it it � � it it is it it it is it � is is is is is irir it is is it it it it is it it it i; is it is it is is it is it it it is it is ie is sY is it is is � it is it it it it is it is is it
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
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
i;.°k is it it sY �'c it it i::: it it it it is it � it is is is � it is i; is it sY is 'k it ili; it � it it it it it it it is � � i; is icdc is it is it it it it it i; a � �• i<ic it � is it it is is is i; is is
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
is it'..•x is is it it ir�ki;;:�i:�•�i; it k it it i;�:;:r ie it s;�'ir'.c�•ir it ir��•ir sY7e irsY'.ci;ie:: Br Xir it it„�i: is ic�ir X is it it is is ir�it'.r it is it it it sic
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
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
it it sY is it iti;*ic it it is ie ie it is is it ie it ie s4 ie is ie ie it it is it ie ie sY it ie ie it is sl-*ie ie ie ie ie it it sY ie is ie it ie is ie ie*ie it s: it it it it sY is it is ie it ie ie it it it ie
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
is is it it is it it is**its: sY it sY it it*i: sY it sY sY#***sY�•sY it it*ic is is ir:�sY is sY it is is sY it it ie ie*i.•it**it it*ic**ic **:.t i:**ir it is it it is is ic*
FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
is it is is is sc is*kits:ir'.e'.: it is it ie'.r it �•ir**�•ir it is it it it ir**kir it is it it*ir is it k it is it*k*�*4t is it is k ie�ir is ie it it it it ie it �'e it it it it �t�
FLOW PROCESS FROM NODE 109.00 TO NODE 109.01 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*E(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*E( 900.00** 3.00)/( 7.00)1** .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
ici:*ir it i.•i;i:i:iri: it it it*it*i:-kie***it*it it it ir*�•'x*ie it is it it*it it it it ie i:i: it is �•i: is it R•ir it sY*ic**ir is is*ic*ic is :; it is it it it ie it
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 Fp(INCH/HR) _ .75
TOTAL AREA(ACRES) _ 9.80
TC(MIN) = 12.20
AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Ap = .10
PEAK FLOW RATE(CFS) = 30.07
is is is sY is it is is is is icic Erie ie it ie it it icir ie is & it is is it it is is it is is is is it is it it it is is is is it is it iririr it is it it is it it it it is is �; it it it is t is is it is is it it is
FLOW PROCESS FROM NODE 115.10 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) = 1.07 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
iei:isiriritiri:icki::Yieiciriricirit�'r�ic�i;iciciricieiricicici:i<icic�i;iricieie4:•iririciciri:icisiei;iciricsY'.citXicic'.cisisi;itieisitisitititis
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
ici;�': iric�•icieiri:iciciriririti:ieiciciriciritiriri:iciri;i;icicicieicicicitiririci;irirsYiricirxirirsYiciciricici;i::Yitieiciricitici;iririti:i<icic
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)««<
--------------------------------------________________________
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
.,...,i:i: is it is it it it it is is it�:Y it is is k k it ir�i; is it is i;�•�ir is it is i;i; is is is ie it fir is is is ie is i:i:iri: is is irir�i: i; it �..•ir is ir�it is it is �:r kir is
FLOW PROCESS FROM NODE 110.00 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
Page 4
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
is ««««ic is «« �• it ««it «««««ic irk is «it ««dt «k is «ic «««««« ««««k ««««««««««««k ««« ««ic «« ««ir ««irk «ic is «
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
«ic « �' ««irk �' «kit is « « « «« �• :: it «««««« ««««««ir «ic::.« «k ««« «ir «««««««ic «««««k �..• k ««ir «««it «ic «:: i.• «««
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
RAINFALL INTENSITY(INCH/HR) = 3.10
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
.iris it is is is ie it it it it it ie ie ie ie it it ie is is it ie it ie it it it is �r it it it �t ie it ie is it it ie ie is ie it it it it*ie it it it is it it it ie it it it ie ie it is it iris is it it is ie it it is
FLOW PROCESS FROM NODE 104.00 TO NODE 104.01 IS CODE = 2.1
-----------------------------------------
>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
-------------------------------------------------------------------------
DEVELOPMENT IS COMMERCIAL
TC = K*E(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*E( 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
: it it*i:':**::*ir it it i:'•*i:i: it ie ie it'•iri:*ie it is *i: it is it is it *k $c is ie ie icy*�•� ksY is*�•'.r it it ie i:ic*ir *i.•ir it *ic it is is it it it :: is*ir
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
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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
:: ': kkkkkkkkkkkkkkkkkkickkkkkick k�kkkkkkkkkk'.ck kirkkkkkkkkkkkkkk4r irk it it 4ck ::k it 9rkirkkkk
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
kkk:r'.rk::..:t kirk k'......;:c �k.4r ick 4rk k:rkk��k�kk kk...:k�k�kkkkkitk�&k.:kk �•k �: :. R•kkkkk�' ':r�k�k'.. :rk
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.
kk PEAK FLOW RATE TABLE kk
Q
Tc
Intensity
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
icir4eir4eieieic*iciric*iriririr4r�4ir4coYii4e4cirieiticie�c�4ir4c�Ykk4r*.4eieitiricie4eYeYrlrfriciricdcicief:isirirfriekirkicirdc4:ieirie'lcirieic
FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 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)
1 110.39 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
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FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
.` �•i:'c:::r.k*:rp:*�•�•:r'.:4r::***4r ie fc��ir*�•fr****�•*ic is it it it it*:r �e ir::ir'..•i:ir�•sY�•ir it ie is Sc*k**ir is is �•***�•:c**�•*�•'.:
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
Page 8
Technical Appendix B
25-Year Rational Method Analysis
Derived
from
Master Hydrology Study for Empire Center Lines A, B, & C
Hall & Foreman, Inc — January 28, 1992
iriricir8ciririririririe(riririririeiricicirici:nisi:irieirXirieiriri;issY4riririeiririririeieitieiririritirsYsYi;.iesYi:iririririeieiririririririeirir
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
------------------------------------------------------
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
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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
is is 4r'.:i: �•i;ir*iri:*ir is is is it it is*i; Xir it is it it it i; is ir',t*iris*i.•*ir it it it �•&'.:iti: is it �•*ic**ir it*ir°k it i:i:ir**�-. is 4: it it*ir it it k it
FLOW PROCESS FROM NODE 100.01 TO NODE 100.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
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
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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
is it it it it i;i:i;i: it it i;i.•ic ie it �•i:ir�•ic*.*ic*-k it ie i.•i:ici:�ir it ie it it sY it it ie i:ir�-ir ie is it ie it it it it is ie ie ie:k*ie ie is i; is***ir it it ie is i.•*it
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
is it it it it it it is sir*i:i:i:ir*.*ir it ie i:';sY�*ic iz**::.*�*'.e�i;�ie it ir�ic is *ir is �•*ir*sir ie it k**ie**fir ir�'�•'..•'.; is is it it*�'�i: :Y
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
it it it it is is �k'.c**ir is it*ir**it it it*ir ie it is ie it*ir ie*ir is is it it ie it ie i:ir****ir it ir*ici;*ie is iris it i:ic°ki:ic *ir is is �k*i: it it is it it irYr
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
is 9r'::r ie it sY 4v:Y�&&it ie k4:&:cir'.t'r:r 4t k k is it it is ie �4 isit it �r 9r sY ie it is it it'.c is it it is it �c it f:4r it 4c irir it it 4t is fr it is ;t it ie�'.t is fc St :r �dc 4e 4r
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
it k'r'.e'.e kir ir��4r k &ie itX� :r it is ir4r it kse �'t ie ft it is ir�it kic it d: ie is ie is �'rir:r it 4e it Yr �r it:r:: ie it it:Y°k ie it irk&ic it it k&it'.cic 4r ie Y it it is
FLOW PROCESS FROM NODE 101.00 TO NODE 101.01 IS CODE = 8
w ----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
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
i:fir �c it :e k:: �-ir ir�'.ri: it ir'k fit it Yc it 4r:t it ie it 4c is it it it it��e'k sY is �Y 4c it 4r it k it ie',t is it k is it wit it irti&�:r fir is kie lr sY �'r it is :e i.•4r 9r fe
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
.. «•ie is �: 4r is is Yr 4r sY�°k �Y is ie�'e 4r is it it is icx �4 dt i:.f:ies:�4e is �Y it 4t°k �fe 4c is is is it 4r 4:i: it�irx is it �Y 4c it lt it dr �rir �'r 4c pie it 4t is is it ie ie ie de �4
FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 IS CODE = 1
Page 3
----------------------------------------------------------------------------
>>>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 Intensity 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)««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.5
UPSTREAM NODE ELEVATION(FEET) = 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
i;9:ic�•i;::sY4:i: 4c�i:i:s4:;i:k�i:irf:Yi; is it it i:ic:c sti 4r'.r 4c 4:i:i: it it it it is it it i:i: k Yc is lt is '.: i; 4:4.•ir d: is&i; 4:� �*4c it it 4; i; i:i:��i:��ic
FLOW PROCESS FROM NODE 108.00 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) = 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
4c?: �:c 4r': :': 4: �': 4; :r is i:.� �-f:i;i;:; 4r ir�i; ir��::s�:;'.;i;:c�•ir ir'.r it �'ri;iczY :; i:����:; i;�4r s4 i:�ki: ie �-�is �•i;�i: Y:&4; ��; :;'c :r it 4r is s;
Page 4
FLOW 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
is it it it it it it it iv is it it is it it is it is it it is it is it it i; it is is it i; it it i; is is irie it it ie it is it it it kir it it it it it it it it it it it it is it it i; is i; is is it is is it it ir'k ie
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
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
PEAK FLOW RATE TABLE �*
Q TC Intensity 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
�• �• :r �• :: it is is it i::Y it ie is is it � � is k is i::.r � ic'.r sY it is it � � it i; it ;:. � � is �• � is is it � i; is it � it it it it it it ie k i; is it �• it is i; is � it it is i; it it it :: is i;
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
is i; is is i; it i< i; it „ it it it it i; �• kit i; k is it is is i; it is is is is is it it is is it it is it it it it i; i; it it it is �Y is i; is it :: i; �k is it i,^sY is ie it it it it it it it it it it �• it'.r it
FLOW PROCESS FROM NODE 107.00 TO NODE 107.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.096
Page 5
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) = 66.68
TC(MIN) = 19.44
***Yc Yr Yr it Yt Yr Ye*ic it it Y:*Yr is is ie l:YrY: Yr Yc is*Ye Ye it it Yr Yc is Yc Ye***ic Yc Yc kic it it*Yt Yr is**&i:**Yt icYr*Yc it Yr Y:Yc is it it is ie ie it*Y: is Yr
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
is it it Yr it Yr � * Yc * Yc is it Yc � is Yr Yr is ir* Ye * it * Yr.Ye Yc is Yc * Yc Yr is is is tY Yr Yr * iric Yt *Yt is *Ye it is Yr Yr Yc ie'k * it Yr Yc * is it Yt Yt Yr Yc is * Yc is Yt Yc is Yr s4 *
FLOW PROCESS FROM NODE 106.11 TO NODE 106.11 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.) = 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
.. ., is it i�Yc Yc Yc �'.:'.r�Yc Yr is it**Yr�ic�ir Yc�Yr Yr*Yt Yr«ic Yr Y:Yt is is it*��Yt&'..•Yr��*Yc Yr Yt****it it�Yc«•� �Yr Yc is Yr**Yr Yt Y: is*ic is Y:
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
Page 6
i< fe fe fr fr is it is it it Eric i< i< fc is fr i< it it ie is fc * is fr is fr is is it fr it fcic ie is fe ie fe fe fe ie it fr i<ic fc is is fc i<ie fc fc it it is is is fc is fr i< is fc fr fe fe fr fc fe fc is it fr
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
frf:ir�•f<i:frfrf: fciricfcf:itfcicic�iciriri<i;icfrfeici:isfrir&i;iritfefrfcfriefe&itfcfri:itfrfrfcirfe:ricfefrfrfrfricfefairfrfrfrfcfricfcitfr�fifr
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
'.: kicf:fcft'.:fcicfrftfcitftirftfcftf:�x' fcitf:fei.•frfcftfcfrfrieiefriricftfcicfrfc�fefcfrftieftfczYfrftfrfrxf:fcitf:feltftftieirfricitfrfcfricicf:ft
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
is fr fc:Yi:f:ici:�..•irf: fr fr is ir�ir icX is is it fc ir�:k it is i; �ir�it fc fc fr is 9t ft is i;fc�'.r it fc fr it fe �icir �°k it it fc ft is fr fc is fr it fr it i; is fr fr �fc it is f: fc
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
TC
Intensit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 82.27
19.92
2.066
.38
.32
.12
46.48
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:
PEAK FLOW RATE(CFS) =
82.27
TC(MIN.) = 19.917
EFFECTIVE AREA(ACRES) =
46.48
AREA -AVERAGED
FM(INCH/HR) _
.12
AREA -AVERAGED Fp(INCH/HR)
_ .38
AREA -AVERAGED
Ap = .32
TOTAL AREA(ACRES) =
48.01
END OF STUDY SUMMARY:
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.)
(IN CH/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
is it ir*ie is is it it is is i:ic is it it is it is it ie ie it is it ie it it is ie it it it it it it it ie it it icit is is is it it it is is sY it is ie it it sY it ie it it is it it it it ie is it it it it it ie it it
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
----------------------------------------------------------------------------
FILE NAME: FECNLC25.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
ici:ic*ie it is i; it i:�::r 4c it it it ir'.cir'.r:�ic it it*fir is i:it*it*ie it i:i; it it it it it ir*i;k�•it*ir it:ei; it kic ie it it fir it*'r ie it*ic it it is is is it is is
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
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.999
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) 5.83
TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 5.83
4::: �•i:ir:r„ir�•4r it it it is*'.cir**i.•ic it i�ir it it*ie*iri; is ic'.r it icirir it it it sY it i;*ie it i:i: it it it k�k i:.*ic is ie it ir'.ci: �..•ie it ie is ie it is*ir is it it
FLOW PROCESS FROM NODE 103.01 TO NODE 103.02 IS CODE = 5.1
----------------------------------------------------------------------------
»»>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
CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) _ .50
CHANNEL FLOW THRU SUBAREA(CFS) = 5.83
FLOW VELOCITY(FEET/SEC) = 1.90 FLOW DEPTH(FEET) _ .07
TRAVEL TIME(MIN.) = 1.32 TC(MIN.) = 12.01
k ki: kick it ickit it k i:i: irkkkkkkk kk kk irkkitk kirk is iris it kkkkkkir is irkirir irkkkkkirkkkit 4: irkkkit it irk kirk kir is
FLOW PROCESS FROM NODE 103.10 TO NODE 103.02 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.798
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) = 4.08
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) = 9.45
TC(MIN) = 12.01
icirkkkkick kirk itkkkit itkkic��•kkkkkkkkkkirkkkkkkkkkkkkkkirk kic'.•i:'.c is ,ckkkkkkkkickkkkkkkkkic it
FLOW PROCESS FROM NODE 103.02 TO NODE 103.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.798
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) = 6.56
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) = 16.02
TC(MIN) = 12.01
kkkkicie it �lrk:rkkirkkkkkkkitkkkkkirkkkkkkkkkkkkkitkkkkitkki: kkkkkkkkkkkkkkirkkkkirk kkkkirit
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 24.0 INCH PIPE IS 16.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.1
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) = 24.00 NUMBER OF PIPES = l
PIPE-FLOW(CFS) = 16.02
TRAVEL TIME(MIN.) = 3.30 TC(MIN.) = 15.32
.. .. i:kit'r it �•ki;ki:i:kkk kk it irk ki: kic it it irkkk'..•Y it irk kit it �..•i:�kit'.ckkkkkkkkkkic i:kkkk�..•i: ki:kkkic it irk&kki�
FLOW PROCESS FROM NODE 103.30 TO NODE 103.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.418
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
Page 2
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 14.53
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) = 28.12
TC(MIN) = 15.32
iri:idiris*iticitisie*iri:iciriciciciririciciri:*ieiririririririeici:itiririeicic*ir**irs4iciriricitieieicie*ir*irirsY4:itiririririciriririritir
FLOW PROCESS FROM NODE 116.10 TO NODE 103.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
------------------------------------------ -- ------------------------------
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.418
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) = 5.64
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) = 33.76
TC(MIN) = 15.32
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FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
irkir4r:kitic�•it*irir**ieiririrsYirieieiri;isitirir�iririririririririricitiri;.iciriciriri.•iririt*iriciriricsY:citiriciritir:;iririr:ririr'.cic;Yi;
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
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.772
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) = 21.12
TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 21.12
it is is**i: i:iri:ic***it is is ir:k is it is ic'x*isis is is it is ie is is is it is it it is***ir is it is it it it it it it it is is it*i: is ie ie it *ir is it it i�ic*it is is is is it
FLOW PROCESS FROM NODE 112.00 TO NODE 109.01 IS CODE = 8
----------------------------------------------------------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
---------------------------------------------------------------------
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.772
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) = 2.67
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) = 23.79
TC(MIN) = 12.20
xir:ricit:tirk4rf:4;i:irle'r4cic:tic:riciricici:itir4cicir4cir4ci:4c4riririciritis4ritie°kir4r4t4ririsitir4r:rir�ci:�4cirieic:r:r�r�eir4rdri;4t4t:r4e
FLOW PROCESS FROM NODE 115.10 TO NODE 109.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.772
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, 4(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 2.60
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) = 26.38
TC(MIN) = 12.20
..R•'.r4r:r 4r 4c �'c9c'.r��4t �r �;4: it is it �: ie it it it �c'.r4:ic. ie�it 4t ir�ic it it it it 4: �Y sY:t it ir�:r dr Yc 4: it 4r it is is it it�ic:e is ir': dt it is 4c :r fc it it it it 4: 4c 4t
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 33.0 INCH PIPE IS 23.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9
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) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 26.38
TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 12.87
:r�•n'.:is4r':ic:'.�:c�•��•�Yc:rir::�it�ftir���:it�irsY&'r�:'x�•��:��ir'r�&�•kirieie�ickit�it�:�irie�irir«:t�•�•i:&�•:cie&�.�•ic'.:
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)««<
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.2
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) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 26.38
TRAVEL TIME(MIN.) _ .89 TC(MIN.) = 13.77
�c is :; �k4r i:sY?::: sY is i;i;4:4:�:::ck�ki:'.r ���ir 4:i:'r�4c is ie*tree 4r it it i;i;'.:': 3r �e'.r ic�'.:��•:c is it �; ir��:c �•4c it icy �i:4e'.; 4: ic'r�ie �:
FLOW PROCESS FROM NODE 110.00 TO NODE 110.01 IS CODE = 8
------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.578
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
SUBAREA AREA(ACRES) = 11.40
EFFECTIVE AREA(ACRES) = 22.27
AREA -AVERAGED Fp(INCH/HR) = .75
TOTAL AREA(ACRES) = 22.27
TC(MIN) = 13.77
SUBAREA RUNOFF(CFS) = 25.68
AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Ap = .10
PEAK FLOW RATE(CFS) = 50.17
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FLOW PROCESS FROM NODE 113.00 TO NODE 110.01 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.578
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) = 2.43
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) = 52.61
TC(MIN) = 13.77
...... �• is ie ?r ?r Yr it � � a Yt it k i; ?r ?r ?c ?: it � it �• ?r ?r & is Y: YeYr sY i; sY >; it it it Yt Yc is � ?r Yt ?.• Yc iYYc i<?r ?r it ?r ?r Yt Yc it � sk ?r ?r Yt ?t Yr Yr -k it is Yc ?r is ?c ?r is sY
FLOW PROCESS FROM NODE 118.00 TO NODE 110.01 IS CODE = 8
----------------------------------------------------------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.578
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) = 2.43
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) = 55.04
TC(MIN) = 13.77
�• � ?c x is � :e ?: ?c is it Ye it iti; is ?;?r � R•. it Yck ?: ?: Yt is Yt Y: it ?: � � A• is ?c Yr ?c it sY i; ?c ?r °k it is ?c ic?r is Yr �• � Y:. it ?c ?; Ye ir'.r it Yt Yc ?; ?c i<?t?t Yc Yc Y: it Y: �• is ?r
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 42.0 INCH PIPE IS 30.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3
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) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 55.04
TRAVEL TIME(MIN.) = 1.18 TC(MIN.) = 14.95
., .. Y: sY?; ?; ?; ?c ?c'.• ?c ?: ?; ?; ?: ?: Y: � ?: a ?c it i::Y Yr sY Ye s4 Yc Y; i; Yr?r ?r & Yt ?r Yt & :c �•?t � ?: ?c ?: i<?t Yr � ?r?r i<Y; ?r Yt � � � i; ic?t � ?: ?: � Y: ?c �?c Yr Yr � Y:
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.) = 14.95
Page 5
RAINFALL INTENSITY(INCH/HR) = 2.45
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 = 55.04
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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
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.830
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) = 3.19
TOTAL AREA(ACRES) = .95 PEAK FLOW RATE(CFS) = 3.19
**it it it ie it it is *ir is ie it it it it it is is it it is it is it ie ie is is*i: is is it ir.*ir it is it*ic it it it**ir is is it is it is it is it*ic it is is ie it is it ie is*it it it is is it
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) = 3.19
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) .31
HALFSTREET FLOOD WIDTH(FEET) = 7.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.05
PRODUCT OF DEPTH&VELOCITY = 1.27
STREET FLOW TRAVEL TIME(MIN.) = 2.84 TC(MIN.) = 9.96
25 YEAR RAINFALL INTENSITY (INCH/HR) = 3.131
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) 3.19
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 7.74
FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY = 1.27
Page 6
Ye it Yt is Yc ie it Yrir Yc Yt Ye Yc it Ye it Yr it YrYtYe Ye it i< icYt Yt it Ye Yr it it it ie Yr i< ie ie Yr it Yt it Yt it ie ie Yc ie is Yc Yr ie it ie ie Yr ie ie Yc it it is ie itYt i<ic it Yr it Yr is Ye is Yc i�
FLOW PROCESS FROM NODE 105.00 TO NODE 103.11 IS CODE = 8
---------------------------•-------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.131
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) = 2.59
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) = 5.19
TC(MIN) = 9.96
.. Y: Y: is �• is Y; � Yc Yc is �Y Yc it. is Yc � it it �Y is Yc Yc it it Yc is is s4 it it Y; Yt Y: it Yc sY Yt it irYr ie it Yc Yrit is it it Y: � is � it Y: Yt � it is it Yc Yc is it Yr Yr Yc X „ Yt it is Yc :.• Yc Yc
FLOW PROCESS FROM NODE 113.10 TO NODE 103.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.131
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) = 3.77
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) = 8.96
TC(MIN) = 9.96
Yr � is Yc Yt it Yr is Yc Yr i; Yr sY � � Yr Ye Yr Yc Yc Yt * is it Yr Yt � is Yr it Yt it Ye it eY -k Yt it Ye it Yr Yr Yt •k Ye Ye Yr it Yr it Yr it Yr i;: i<YrYr Yt is � Yr it � eY it Yr Yc Yr '„• � Ye :r Yc Yr & Y:
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.) = 9.96
RAINFALL INTENSITY(INCH/HR) = 3.13
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 = 8.96
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 62.00 14.95
2.454
.78
.10 .08
27.71
2 56.06 9.96
3.131
.79
.10 .08
19.56
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
62.00
TC(MIN.) =
14.946
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««<
** PEAK FLOW RATE TABLE **
Q Tc Intensit
Fp
Ap
Fm
Ae
(CFS) (MIN.) (INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 85.40 9.96 3.131
.64
.25
.16
31.07
2 95.50 14.95 2.454
.64
.25
.16
44.98
3 94.82 15.32 2.418
.64
.26
.16
45.41
TOTAL AREA = 45.41
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) = 95.50
TC(MIN.) =
14.946
EFFECTIVE AREA(ACRES) = 44.98
AREA -AVERAGED
FM(INCH/HR) _
.16
AREA -AVERAGED Fp(INCH/HR) _ .64
AREA -AVERAGED
Ap = .25
TOTAL AREA(ACRES) = 45.41
..':#4c 4r###'.r##*:r##########.*###4t###sY#ic ir:c#####it##***######***###:r###�•*:r 4r 4r##::#ir#*#
FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE = 12
--------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
�•##::##irk###'.::cir##�•#:r#4r##ir##:r#:rfc*ir##ir#ir#####*##�•:c#ir*##4r##:c:e###*#4r#*####:c##:t#:c#
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 51.0 INCH PIPE IS 37.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.6
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) = 51.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 95.50
TRAVEL TIME(MIN.) _ .19 TC(MIN.) = 15.14
---------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 45.41 TC(MIN.) = 15.14
EFFECTIVE AREA(ACRES) = 44.98 AREA -AVERAGED Fm(INCH/HR) .16
AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap .25
PEAK FLOW RATE(CFS) = 95.50
PEAK FLOW RATE TABLE **
Q Tc Intensit Fp Ap Fm Ae
(CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES)
1 85.40 10.16 3.094 .64 .25 .16 31.07
2 95.50 15.14 2.435 .64 .25 .16 44.98
3 94.82 15.51 2.400 .64 .26 .16 45.41
--------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
Page 8
Technical appendix C
Hydrology Map
Reproduced
from
Master Hydrology Study for Empire Center Lines A, B, & C
Hall & Foreman, Inc - January 28, 1992
Technical Appendix
100-Year Rational Method Analysis
Derived
from
Preliminary Hydrology & Hydraulic Calculations
for
Sierra Business Park
Huitt-Zollars, Inc — November I, 2003
k is kic iriskkkkkickkkirkkkkkkkkkkiek kkkkkkkkkkkkkkkitkkkkkkkkkkkkirkkkkkkkickkkkkkkirkkk
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 k FAX (714) 259-0210
------------------------------------------------------
FILE NAME: 202Q100A.DAT
TIME/DATE OF STUDY: 13:59 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
i:kk�•kitkkickkkirk kkk>t k itkkkkkkkkkkkkkkkkkkkkk�:kkkkkkkkkkkkkkkkkkkkkkitkkkk kk kkkkk
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 15
--------------------------------------------
»»>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK
# 1 DEFINED
AS FOLLOWS:
Q(CFS)
TC(MIN.)
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
k kki.•k kkkkkkkk *kick kirk kkkickkkkitkk ksYkkkkkkit k sYYckkkk �•it itkkkkkkk'..•kkkickkkkkkkkirkkkitk
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 AS FOLLOWS:
Q(CFS)
TC(MIN.)
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
..kkkkkkickkkk�Y'.ckkkkkkk kkkkkkkkirkkkkickkkkkkkkkic kiekkki:kkkit. ickkkkkkkkkkkkkirk kkkkit
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 12
Page 1
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
Xir4tXX:cXXX4:ic:eiririrXXieiriticitXXXXXX�XXicieXXirftitXXX4cic4r',rXX#itXX4cXic4tXirXXXXirsYicXYtXXYcXicicXirXic
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
XXXXXX�'eXXXXdrXXfr4rXXXXXXXXXXXXXXXX4rXXieXXXXXirieXXXXXirXXXXXX4eXXirXXXXXXXi�XX4cXfrX�1.4cX
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 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 42.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.0
UPSTREAM NODE ELEVATION(FEET) = 1079.00
DOWNSTREAM NODE ELEVATION(FEET) = 1072.02
FLOW LENGTH(FEET) = 1620.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 120.80
TRAVEL TIME(MIN.) = 3.00 TC(MIN.) = 22.57
X X�XisXX�XX XXXirXXXXXXXXXX�XXXXXXXXXXirXXXXXirir k9rXXXicXXXXXXXX:IXXsYX itir icX XiFir i:XXX���:
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
-------------------------------------------- -------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.409
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) = 2.49 SUBAREA RUNOFF(CFS) = 5.23
EFFECTIVE AREA(ACRES) = 56.04 AREA -AVERAGED FM(INCH/HR) _ .12
AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED Ap = .29
TOTAL AREA(ACRES) = 57.56 PEAK FLOW RATE(CFS) = 120.80
TC(MIN) = 22.57
iricXXXXXXXXXXXXXXXXXXXXX*XXXX4:X'.rXXieX ie XicXXXX*XXXXXXXX.XXX�XXXXXX4c :r'.c 4cXX X�c is �•ie icX X. �•.
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 22.57
RAINFALL INTENSITY(INCH/HR) = 2.41
AREA -AVERAGED FM(INCH/HR) _ .12
Page 2
AREA -AVERAGED Fp(INCH/HR) _ .40
AREA -AVERAGED Ap = 29
EFFECTIVE STREAM AREA(ACRES) 56.04
TOTAL STREAM AREA(ACRES) = 57.56
PEAK FLOW RATE(CFS) AT CONFLUENCE = 120.80
k kit it it it it it ickkkic itkkkkkkkkit'kititirk kic i:kkkkkkitkkkit irkkkkkir kitkkkkit itkkkkiek kkkic it k itkkkkkit
FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH*it 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 435.00
UPSTREAM ELEVATION(FEET) = 1088.50
DOWNSTREAM ELEVATION(FEET) = 1087.50
ELEVATION DIFFERENCE(FEET) = 1.00
TC(MIN.) = .304*[( 435.00** 3.00)/( 1.00)]** .20 = 11.640
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.584
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) = 5.72
TOTAL AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) = 5.72
k irk kick ie irkk*kirk it itkkki.•kkkick kir it irk irk kirk kit irk kirkkkirk kitkkkkkkit kkkkkkiekkkkkkkk kkkkkk
FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 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) = 1081.50
DOWNSTREAM NODE ELEVATION(FEET) = 1080.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.72
TRAVEL TIME(MIN.) _ .73 TC(MIN.) = 12.37
kkkkk',.•kki:'..•*k:ci: ickkkit it*kkkkk*ic 4**kk"..•itk:Yi: ickirkkk �•ir**kkitk kkk*�•k:.•k k:': is Y:kk�•k k*ic kit :ck is
FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.455
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) = 1.79 SUBAREA RUNOFF(CFS) = 5.45
EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 10.95
TC(MIN) = 12.37
:c::i:ki:i:ki: kitki; itkki:ick kickkkkitk kit i:kki:kic it is**irkk*itkkkkir is it it is*k kk.*kirir k it*it i:*kkitkkki: kit is
FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
Page 3
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.4
UPSTREAM NODE ELEVATION(FEET) = 1080.50
DOWNSTREAM NODE ELEVATION(FEET) = 1079.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.95
TRAVEL TIME(MIN.) _ .62 TC(MIN.) = 12.99
�:: °k is i:4: 4t 4c f: fci: is it f: is 4c is is ie 4t is is it is 4r is i:i: is it �t i:4t it it sY sY �r Yr 4t$: it it it is is is is ft Y: �k �c i:i: dt 4t is 4r is �4 is it sY is sY 4r is is is is �: is is it is
FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(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) = 1.78 SUBAREA RUNOFF(CFS) = 5.26
EFFECTIVE AREA(ACRES) = 5.38 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) = 15.88
TC(MIN) = 12.99
���:i:��: �-*���•��:�::�:*����•�:�:�:�:��s:�:�:�::�:��:��:�:��:�::���*�:�:**�:��*�:�:*�:*��r*�:*��x��:�:t:�:::�:sty:
FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 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 17.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9
UPSTREAM NODE ELEVATION(FEET) = 1079.50
DOWNSTREAM NODE ELEVATION(FEET) = 1078.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.88
TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 13.56
i:4: dr it 7c4e::oY Y i:4.•4:�.k ic��4t is At it is it kic is&9:iri::r4r:c 4c dt is it is 4t it it i:�t&�:i: is is is ic��4:4r ft �'c4c::i: it it it ir. Y�i: fr is is is is it i:4e it i
FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.270
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) = 1.78 SUBAREA RUNOFF(CFS) = 5.12
EFFECTIVE AREA(ACRES) = 7.16 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 7.16 PEAK FLOW RATE(CFS) = 20.59
TC(MIN) = 13.56
.i::� .. .. �-i:;: s: �".•�-i:��; tr s:'�� �•4: :: .. .. .. ��k :: :Y :Y is :: �.. � :: �. .. .. .. :; :c%:e �: �r �-*��t :: �•&�:f:�-�'t�:: is ': ::4: �-.. ... .: :r :Y �:� ie�:::::4:i:
FLOW PROCESS FROM NODE 2.50 TO NODE 2.60 IS CODE = 3
-----------------------------------------------------------------7----------
Page 4
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
---------------------------------------------------=---------------
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1
UPSTREAM NODE ELEVATION(FEET) = 1078.50
DOWNSTREAM NODE ELEVATION(FEET) = 1077.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.59
TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 14.11
FLOW PROCESS FROM NODE 2.60 TO NODE 2.60 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.194
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) = 1.78 SUBAREA RUNOFF(CFS) = 5.00
EFFECTIVE AREA(ACRES) = 8.94 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 8.94 PEAK FLOW RATE(CFS) = 25.10
TC(MIN) = 14.11
# # # ««# �• «««ic «ir ««:c it «# # «# «# «# # �t «««««# :� ««# :r # «««# «�4 �r is ie «# ««'.• «.:r �• «# it «ir'.t # # «# «ir #'.r ««« �• «
FLOW PROCESS FROM NODE 2.60 TO NODE 2.70 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 22.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5
UPSTREAM NODE ELEVATION(FEET) = 1077.50
DOWNSTREAM NODE ELEVATION(FEET) = 1076.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 25.10
TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 14.62
FLOW PROCESS FROM NODE 2.70 TO NODE 2.70 IS CODE = 8
----------------------------------------------------------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.126
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) = 1.78 SUBAREA RUNOFF(CFS) = 4.89
EFFECTIVE AREA(ACRES) = 10.72 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 10.72 PEAK FLOW RATE(CFS) = 29.44
TC(MIN) = 14.62
......., it # «« � «« is « � ...... ««««««««« �• # ««# « ., ., .. is ««««# it «« « «««i.• is # # «««««««««.... is ««# ««# is # # # ««
FLOW PROCESS FROM NODE 2.70 TO NODE 2.80 IS CODE = 3
Page 5
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
- - - ---------------------------------------------------------
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8
UPSTREAM NODE ELEVATION(FEET) = 1076.50
DOWNSTREAM NODE ELEVATION(FEET) = 1075.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 29.44
TRAVEL TIME(MIN.) .49 TC(MIN.) = 15.11
4r it ir't 4t 4e 4r it Xit it it it it 'r 4t it �: it'h ie is ft 4t it 4c it 4r it it Y aY �; is 4r it it it it �4 it tt ft ie it&4e it icitYt ie is it ft is it sY Y&4t it fc it Yt�ic it dr it it 4r 4t it is it
FLOW PROCESS FROM NODE 2.80 TO NODE 2.80 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.065
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) = 1.78 SUBAREA RUNOFF(CFS) = 4.79
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 33.64
TC(MIN) = 15.11
.. �•��:r ^k'k �•k 4c&� k:r�•��i.•4r'r�&ic :r'.r R•k ie 4e'.•Yt it 4t fir 4: �4c sY it it :t it is k��'k'.t ��c it i::t�•ic:r;Y�irir it it :r�k-k �•°k :: ;r',.•�•4r it 4t
FLOW PROCESS FROM NODE 2.80 TO NODE 2.90 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 25.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION(FEET) = 1075.50
DOWNSTREAM NODE ELEVATION(FEET) = 1074.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.64
TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 15.59
.. is Xd: 4c kie k�•f: it �i: �•�t ;.: :cam �i: it is it 4r it it 4e it kie:c�:: it it ir'..•i: it it is it it it it it sY:c it fe Yc ie��i: it it i:ic�:r it sYt is it ir:r 4c �: is it is �k 4r it
FLOW PROCESS FROM NODE 2.90 TO NODE 2.90 IS CODE = 8
----------------------------------------------------------------------------
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY (INCH/HR) = 3.009
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) = 1.78 SUBAREA RUNOFF(CFS) = 4.70
EFFECTIVE AREA(ACRES) = 14.28 AREA -AVERAGED FMCINCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 14.28 PEAK FLOW RATE(CFS) = 37.70
TC(MIN) = 15.59
�:'........::ki:'......:c:Yir:c'.c:: kir is i:iri:i: ir�k:r�:c���4: 4r 4r::�4r'.'r irx'.:�kk„k�:r .c'.. ..... d: 4: ie it«ir :c'.. �•h. 4. :':kk9r4r�ir'.r ie
Page 6
FLOW PROCESS FROM NODE 2.90 TO NODE 2.10 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 24.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3
UPSTREAM NODE ELEVATION(FEET) = 1074.50
DOWNSTREAM NODE ELEVATION(FEET) = 1073.75
FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.70
TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 15.93
is it it ie is it it i.• ie it ie ie � � is is � it ie it it is it it it ie it ie it ie it ie it it ie it it it it it ie is ie it ic't it ie is it it it it it it it y: i; ie it it it it it ie is it it it it is ie is is is it
FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 IS CODE = 8
-----------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.969
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) = 1.17 SUBAREA RUNOFF(CFS) = 3.05
EFFECTIVE AREA(ACRES) = 15.45 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 15.45 PEAK FLOW RATE(CFS) = 40.25
TC(MIN) = 15.93
it�•i;iri;iri; it it ic�ic i:�'r�it i;t it it is it it �k�it it eY�&i;i; sY it it it sY sY it it it i:i; it it it it it is it is it it is it is it it it is it it i; i; is it it it is it it ir�i: ki;
FLOW PROCESS FROM NODE 2.10 TO NODE 2.11 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 26.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3
UPSTREAM NODE ELEVATION(FEET) = 1073.75
DOWNSTREAM NODE ELEVATION(FEET) = 1072.40
FLOW LENGTH(FEET) = 270.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 40.25
TRAVEL TIME(MIN.) _ .61 TC(MIN.) = 16.54
.. » �k is it it k :; �Y it it i; it �• ie ie i< �• it ie ie it ir'.r is � it ie � i; is & is is is i; it i; ie ie ie it �• it s: i; is is is sY it it k i; is i; ie it � � is it it it � it is ie it it i; it � :; „ it
FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.903
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) = 1.25 SUBAREA RUNOFF(CFS) = 3.18
EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 42.50
TC(MIN) = 16.54
Page 7
FLOW PROCESS FROM NODE 2.11 TO NODE 2.00 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 27.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4
UPSTREAM NODE ELEVATION(FEET) = 1072.40
DOWNSTREAM NODE ELEVATION(FEET) = 1072.02
FLOW LENGTH(FEET) = 76.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = l
PIPE-FLOW(CFS) = 42.50
TRAVEL TIME(MIN.) _ .17 TC(MIN.) = 16.72
.. .. .. ?:?e?r?r?c?c?r*?c?; •?e?:?;?c?r?rir?e*?c?c?c ?r �: ?c**?e ?e?e?r ?e it sY ic?c?t?: �•?�?t?c?t?c?e?ek?r?c*?e?rir?c?e?c?c?;?: ?r*?c*?e ?r ?r**?r�?e?c
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 16.72
RAINFALL INTENSITY(INCH/HR) = 2.88
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) 16.70
TOTAL STREAM AREA(ACRES) = 16.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.50
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)
1 160.85 15.81
2.983
.46
.22
.10
58.76
2 156.10 22.57
2.409
.44
.24
.11
72.74
3 152.31 24.11
2.316
.43
.25
.11
74.26
4 161.96 16.72
2.885
.46
.22
.10
61.42
COMPUTED CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
161.96
TG(MIN.) =
16.716
EFFECTIVE AREA(ACRES) =
61.42
AREA -AVERAGED
FM(INCH/HR)
_ .10
AREA -AVERAGED Fp(INCH/HR)
_ .46
AREA -AVERAGED
Ap = .22
TOTAL AREA(ACRES) =
74.26
?r :: i:: .. :r*?c ?t ?r ?: ?:•rk ; .. ?t?:.. .. �i°k'.r?r?...':?c?r?r'.. ?c ?r ?c?r**irk?: :Y it*?r**�*?r f: *:: ?e :: ?r*?: *4t*?r*i:::.. *X ?r-.. ?r :r*?c 4: �Y?r
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 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 40.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5
UPSTREAM NODE ELEVATION(FEET) = 1072.02
DOWNSTREAM NODE ELEVATION(FEET) = 1069.92
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 161.96
TRAVEL TIME(MIN.) _ .25 TC(MIN.) = 16.96
Page 8
is it is ii is is ie ie iric it is is is ie is sY ii ie ie is ie ie it it is it it is ie ie is is is ie is is it it it ie is it ie itir it is it is it is it it is ie it it itic ie ie it ie it it is ie iFic it ie ie ie ie ie
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8
---------------------•--•-----------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.860
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) = 1.25 SUBAREA RUNOFF(CFS) = 3.13
EFFECTIVE AREA(ACRES) = 62.67 AREA -AVERAGED FM(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22
TOTAL AREA(ACRES) = 75.51 PEAK FLOW RATE(CFS) = 161.96
TC(MIN) = 16.96
is is ie is ie it is it is it it is ie it is is is is is it it ie * it it it ie it is is is it is it ie is ie is is is is is is ii it is is is is is is ie is is is it stir is it it 4 it it it it is it is is ie it it ie ie is
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 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 37.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.6
UPSTREAM NODE ELEVATION(FEET) = 1069.92
DOWNSTREAM NODE ELEVATION(FEET) = 1069.17
FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 161.96
TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 17.03
is�".i:�'t�r'X":•iC'h''.t'iCif it:[iC 1c 1'C�St'X jt 'i'X �r i:.`':Sf'ir �r`'.t'C�•'iC'ic'X ii iC:c�c:r�.i��iC:t i't if it �'r it it it �.t �`'.f wit X' ii:t'H:r)Yi'ii:'ii ii ii.��t .'": )'t :t 'X �C lit it )'t
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 17.03
RAINFALL INTENSITY(INCH/HR) = 2.85
AREA -AVERAGED FM(INCH/HR) = .10
AREA -AVERAGED Fp(INCH/HR) = .46
AREA -AVERAGED Ap = .22
EFFECTIVE STREAM AREA(ACRES) = 62.67
TOTAL STREAM AREA(ACRES) = 75.51
PEAK FLOW RATE(CFS) AT CONFLUENCE = 161.96
ii'.cici:iricic��„��*i:*ic*isisiricic�•*icir�:isii**�•itir*ic.�•*iticicic*i:ir•kit:ei:icirii*i:�:.it�•#�'; ic*iesYi:ic�•ici.•R•i:i:**ie:':
FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 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) = 511.00
UPSTREAM ELEVATION(FEET) = 1085.00
DOWNSTREAM ELEVATION(FEET) = 1084.25
ELEVATION DIFFERENCE(FEET) = .75
TC(MIN.) = .304*[( 511.00** 3.00)/( .75)]** .20 = 13.580
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.268
Page 9
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) = 8.07
TOTAL AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) = 8.07
is is 3r Yr i<Yc is $c fc Yt ie k ie ie it Yc is it it it it it i< is ie icir is is Ye Yt it it is ie is & it is it iricYr Yc Yr is Ytic ie it it it Ye Yc Yc it Yc Yt it it is is is ie i<it it Yi Yt Yt is Yr Yt Yc Yr Yc
FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 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 13.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.0
UPSTREAM NODE ELEVATION(FEET) = 1078.25
DOWNSTREAM NODE ELEVATION(FEET) = 1077.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.07
TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 14.25
it i; � Yc it it it i< Yt Y: is Y< :Y Yc it & i<�'<Yt it Yt Ye i; Yt it Yr is .'c i<Ye it ie i<Yr Yr � i; Yr it it is Yc Yc Yc Yr :c Yt Yeir Yt it � °k it is it � is it it is it it i< is is is � & is i; is it Yr Yc
FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY (INCH/HR) = 3.175
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) = 2.81 SUBAREA RUNOFF(CFS) = 7.84
EFFECTIVE AREA(ACRES) = 5.62 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.62 PEAK FLOW RATE(CFS) = 15.68
TC(MIN) = 14.25
Y:Y: Yr Yr Yt is is is is & �• -k is i; is i; �• is is is is is *Yc is is Yr is Yt Yc � it it is it & it it Yc t is it icic it * k is it i; it it is � it it is it i<i< it i< Yr is it & Y: Yr Yc Yc it Yr is is is Yc
FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 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 17.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9
UPSTREAM NODE ELEVATION(FEET) = 1077.25
DOWNSTREAM NODE ELEVATION(FEET) = 1076.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.68
TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 14.82
Yci: ie Yc i<�r::Y:Y:•�•�•Yr Yr x Yt Yc Y.•Ye�•Yc it hi: ie it i; Yr is i;Y::cY:•i:Y:i: it ie it kY:i: is Yr is Yr Yr ic:�&Y:Y:Yc&Yc ir�•i: kir�i; Yc is '.: Yr �i: it it i; Y: ie i; kic i:..
FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY (INCH/HR) = 3.101
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
Page 10
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 7.65
EFFECTIVE AREA(ACRES) = 8.43 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) = 22.96
TC(MIN) = 14.82
is it Y: �Yt Yr it Yt Yr Yr Ye Yr Ye Ye Yr Yr Yr Yr Ye irYr Yric Yr.Yr Yc it it Yr Yr it Yr Yt ie Yt Yr it Yr Yt Yr Yc it it Yc it * is is Yc is Yr it Yr it ie Yc i< it Yr i<Yr Yr Yc Yt Yt Yr it Yt fr Yt it Yr Yt i:Ye Ye
FLOW PROCESS FROM NODE 4.40 TO NODE 4.50 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESTZE (NON -PRESSURE FLOW)««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4
UPSTREAM NODE ELEVATION(FEET) = 1076.25
DOWNSTREAM NODE ELEVATION(FEET) = 1075.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 22.96
TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 15.34
�• it �• ;q it Yr Y:. it � ih Yr � Ye Y: Ye Y:Yc Yr Y: Yr � Yr Yrir Yr i< Yr Yr � k � :r i; is is Y: it � aY Yr � Yr Yr i; � kYr Ye Ye Y: Yt � i; :t is & :.• � Y: �• is Y: �•Y::: Y: it Yr it it �• � it k ir'.e
FLOW PROCESS FROM NODE 4.50 TO NODE 4.50 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.037
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) = 2.81 SUBAREA RUNOFF(CFS) = 7.49
EFFECTIVE AREA(ACRES) = 11.24 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 11.24 PEAK FLOW RATE(CFS) 29.97
TC(MIN) = 15.34
Yr Yr Y;Yr Yt � � a Y: � Y; it is is it :4 is Yr Ycir is i<i:Yt Ye it Yr it is Yr � Yr Yr it it it it Yr it Yr Yt °k Yr Yt i<it i<Y: Y: Y: „ Y: ek & i< is it X'.e is it i; .r X �• is i; Yt � Yr Yt is Yr it Yt it
FLOW PROCESS FROM NODE 4.50 TO NODE 4.60 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 22.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9
UPSTREAM NODE ELEVATION(FEET) = 1075.25
DOWNSTREAM NODE ELEVATION(FEET) = 1074.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 29.97
TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 15.83
Y: R• :: �•Y: Y: Y; Yr� is is Yr :Y Yr is Y: Y: Ye it is i; is �"Yt i< �• � it is �• Y::: Yc �k Yr is Yr Yr Y: Yr is Yc :.• Yt i::.• is � �• it � k i:Ye is � Yc it it Y: it Y: ti it it Yt � is ie it is �• :: � it i;
FLOW PROCESS FROM NODE 4.60 TO NODE 4.60 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.981
SOIL CLASSIFICATION IS "B"
Page 11
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) = 2.81 SUBAREA RUNOFF(CFS) = 7.35
EFFECTIVE AREA(ACRES) = 14.05 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 14.05 PEAK FLOW RATE(CFS) = 36.75
TC(MIN) = 15.83
k kitkkkkir it it it iskkkisk itk is �tk kkkkkkkkkkick it ickkkkic is iskkkkkkirkkkkkkirkkkkick kkkir is it ickkit irk ie
FLOW PROCESS FROM NODE 4.60 TO NODE 4.70 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 24.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.2
UPSTREAM NODE ELEVATION(FEET) = 1074.25
DOWNSTREAM NODE ELEVATION(FEET) = 1073.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 36.75
TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 16.29
k ick kkirk �•ick kir kickkkkkkkkkkkkkkickkkkkkirk kirkkkkkkkkkkkkkkkkkkkkkkiek kickkkkkkkkkkk
FLOW PROCESS FROM NODE 4.70 TO NODE 4.70 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.930
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) = 2.81 SUBAREA RUNOFF(CFS) = 7.22
EFFECTIVE AREA(ACRES) = 16.86 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 16.86 PEAK FLOW RATE(CFS) = 43.32
TC(MIN) = 16.29
iek i:kkkkkkkkkkkkit ickkkkkkkkkki:k kkkkkir iskkitkkkkkkkkkkkkkk:tki:kkkkkkkkkkkkk'.tkkkk'.c is
FLOW PROCESS FROM NODE 4.70 TO NODE 4.80 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 27.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4
UPSTREAM NODE ELEVATION(FEET) = 1073.25
DOWNSTREAM NODE ELEVATION(FEET) = 1072.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 43.32
TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 16.74
.. '.c '.:'.r it is it it is kkk �•ic it it is kick it ickkkkkkki: kkick is it is it it it it is �•kkkkir it ick kir it irk is kic kkkkkkkkkic ickkkkick
FLOW PROCESS FROM NODE 4.80 TO NODE 4.80 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.883
Page 12
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) = 2.81 SUBAREA RUNOFF(CFS) = 7.10
EFFECTIVE AREA(ACRES) = 19.67 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 19.67 PEAK FLOW RATE(CFS) = 49.70
TC(MIN) = 16.74
k it it is is kk kickkkic irk iek kir ie irkkkkkkick kkkkkiekkkkki:Xir ickkkkkis irkkkkkkkkkkickkkkic :rk kiekkkic it
FLOW PROCESS FROM NODE 4.80 TO NODE 4.90 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 28.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7
UPSTREAM NODE ELEVATION(FEET) = 1072.25
DOWNSTREAM NODE ELEVATION(FEET) = 1071.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 49.70
TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 17.17
kkkirkkkkkitkkitkkickkkkkkkkkkkkkkkkkkkkkkkkkkickkkkkkkkkkkkkkkkk*i:4tkkiriricivkitiritkkir
FLOW PROCESS FROM NODE 4.90 TO NODE 4.90 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.839
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) = 2.81 SUBAREA RUNOFF(CFS) = 6.99
EFFECTIVE AREA(ACRES) = 22.48 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 22.48 PEAK FLOW RATE(CFS) = 55.92
TC(MIN) = 17.17
k kkir ir:'r it it i;ie�:c it i:ic4.•::ir::-k 4c is is it is ic�i:�-ie�ic 4r is ir4:4r4.•ie ie.;i;ire•i:i:i:i.•ie::iri;iti:iri:'.: :r i; l: it �k ie :r ie'k is is is :r��� �•ic
FLOW PROCESS FROM NODE 4.90 TO NODE 4.10 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 31.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8
UPSTREAM NODE ELEVATION(FEET) = 1071.25
DOWNSTREAM NODE ELEVATION(FEET) = 1070.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 55.92
TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 17.49
i:kkic is kirk is i;kk�ir:�itkkkkk*kkkkkkkkir&kkkkiekk kirkkkkkkkiekkkkkkirkkkkkkit �i:kkir is i:kkkkkk
FLOW PROCESS FROM NODE 4.10 TO NODE 4.10 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Page 13
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.808
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) = 2.02 SUBAREA RUNOFF(CFS) = 4.97
EFFECTIVE AREA(ACRES) = 24.50 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) = 60.25
TC(MIN) = 17.49
::'.: Yr is it �'t is 4r*4t4: 4t is is ir:: fr �r 4c 4r it it it it 4r 4: Ae it is it it s4 it it �c �:*4c it 4t 4r it 4r it fe s4 is �44c 4::4r:r sY 4t 4t it*d:.:e �c it it is :r it �c��••k is i;�:c�1; Yr
FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 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 29.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.5
UPSTREAM NODE ELEVATION(FEET) = 1070.50
DOWNSTREAM NODE ELEVATION(FEET) = 1069.17
FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 60.25
TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 17.96
it i.• � it �: 4c it*is is ir:c 9c it*ici: 4r dt*ir is it 4t is it is 4r 4r �Y it it 4t it �Y it*ie 3r*ic it it ft sY*ic it ie dr it:t it it it 4:i: ie it i:4t is sY is**�k it 4r 4t is is is fc is is
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 17.96
RAINFALL INTENSITY(INCH/HR) = 2.76
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 24.50
TOTAL STREAM AREA(ACRES) = 24.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.25
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
218.66 16.12
2.948
.51
.18
.09
82.00
2
221.00 17.03
2.853
.51
.18
.09
85.91
3
207.97 22.89
2.389
.48
.21
.10
98.49
4
202.13 24.43
2.298
.47
.21
.10
100.01
5
221.29 17.96
2.763
.50
.19
.09
88.97
COMPUTED
CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
221.29
TC(MIN.) =
17.961
EFFECTIVE AREA(ACRES)
= 88.97
AREA -AVERAGED
FM(INCH/HR)
_ .09
AREA -AVERAGED
Fp(INCH/HR) _ .50
AREA -AVERAGED
Ap = .19
TOTAL
AREA(ACRES) =
100.01
it'r;: :t :'t it*ic is �•ir�:4:i:dci:�**9r it**�k*'c��t Yck*it it is �Y it �: it Yc �r�ic�ir �:***•tr:t it fc �: is 4rfe it is*4: ': 4c s: is �-.t 4r *ir is it �Y :r 4: :: it
Page 14
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5
UPSTREAM NODE ELEVATION(FEET) = 1069.17
DOWNSTREAM NODE ELEVATION(FEET) = 1065.00
FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 221.29
TRAVEL TIME(MIN.) _ .61 TC(MIN.) = 18.57
&i: icf',.•�ic it it icftir it iricf fi: it it it is is it it irf it it it itf ie ief i�ir ie it ie sY it ie it is sY is irf is it it it irf it it irf it ie it :rffie it&fir k it it it is
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8
--------------------------------------------
>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.708
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) = 4.18 SUBAREA RUNOFF(CFS) 9.91
EFFECTIVE AREA(ACRES) = 93.15 AREA -AVERAGED FM(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18
TOTAL AREA(ACRES) = 104.19 PEAK FLOW RATE(CFS) = 221.29
TC(MIN) = 18.57
it is i; is is is it is � is i; i< it it k i; it i<ir it it it i; it it it it is it is ir'.r it Yr it is is it i; is it it & it � it it it :k it is ie is it is it is it it Yr it ie it it is it it it � is it is it is it is
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 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 43.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.3
UPSTREAM NODE ELEVATION(FEET) = 1065.00
DOWNSTREAM NODE ELEVATION(FEET) = 1064.07
FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 221.29
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 18.66
it i.•ir it �.•:: is i:.i: is it«ic ire �•�•ir tic it is it i; it sY.�ir it it it is isfir*i: irir icn it i�ir sY ic�ir it ie��i; it it it it sir it is it it sY :Y it it it it it it it is ir�ir
FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8
-------------------------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.701
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) = .58 SUBAREA RUNOFF(CFS) = 1.37
EFFECTIVE AREA(ACRES) = 93.73 AREA -AVERAGED FM(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18
TOTAL AREA(ACRES) = 104.77 PEAK FLOW RATE(CFS) = 221.29
TC(MIN) = 18.66
Page 15
FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 18.66
RAINFALL INTENSITY(INCH/HR) = 2.70
AREA -AVERAGED FM(INCH/HR) = .09
AREA -AVERAGED Fp(INCH/HR) = .51
AREA -AVERAGED Ap = .18
EFFECTIVE STREAM AREA(ACRES) = 93.73
TOTAL STREAM AREA(ACRES) = 104.77
PEAK FLOW RATE(CFS) AT CONFLUENCE = 221.29
FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 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) = 445.00
UPSTREAM ELEVATION(FEET) = 1080.00
DOWNSTREAM ELEVATION(FEET) = 1079.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC(MIN.) = .304*[( 445.00** 3.00)/( 1.00)]** .20 = 11.800
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.555
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) = 7.20
TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 7.20
FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 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 14.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.7
UPSTREAM NODE ELEVATION(FEET) = 1073.00
DOWNSTREAM NODE ELEVATION(FEET) = 1072.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.20
TRAVEL TIME(MIN.) _ .71 TC(MIN.) = 12.51
FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.432
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) = 6.95
Page 16
EFFECTIVE AREA(ACRES) = 4.60 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 13.90
TC(MIN) = 12.51
it ie is it is is is it it is i:ici:i: is is it it it it it is i:i: is it is is it is s4 it is it is it ic. is is it it it it it it is it is is it is ie it it it is it is it is is it is it it it is it is is 'kir is is irk
FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 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 17.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.6
UPSTREAM NODE ELEVATION(FEET) = 1072.00
DOWNSTREAM NODE ELEVATION(FEET) = 1071.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.90
TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 13.11
is it is is it it is ie � X ieic is is it it � is is is ie it is is it is ie i< it it s4 is it is it is it is is it is i; it it is is it it it it it it is it ie is ie it it it is it it it it � it it is it it is iric i<ic
FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE _
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.338
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) = 6.75
EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 20.26
TC(MIN) = 13.11
is itic i; * i; is it it it � it is is it is i! is it i; it it i; it it :Y it is i; i; is it it is is is iri: is it i; is i• it it it � it is is � is it it it it is i< it it it is it is it it ie � it it it it is it is •k
FLOW PROCESS FROM NODE 6.40 TO NODE 6.50 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 21.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1
UPSTREAM NODE ELEVATION(FEET) = 1071.00
DOWNSTREAM NODE ELEVATION(FEET) = 1070.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.26
TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 13.65
it it�i:„i;i;iti;i: is is it iris�ic it it it i;�i:i;ir�•i; is it it sY i; ie&ir iri; *i<i<i: is i; �i<ki;iei:iei;i:i:.i;iri:iti; i.•ic i; is ic�ir irt��i: ie is i;� kir
FLOW PROCESS FROM NODE 6.50 TO NODE 6.50 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.257
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 17
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.59
EFFECTIVE AREA(ACRES) 9.20 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 26.35
TC(MIN) = 13.65
4:i: sk it 4t it:c it is icir 4r ir:c sk 4r it it it tc it it it it it Yr it is fr sk it it 4r �r 4r ft it it is is it �44t Yr 4r it it 4t it 4: it it it it ie it 4c is is 4r Yr is&it is it it 4c �r do it it it 4r is it
FLOW PROCESS FROM NODE 6.50 TO NODE 6.60 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 22.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5
UPSTREAM NODE ELEVATION(FEET) = 1070.00
DOWNSTREAM NODE ELEVATION(FEET) = 1069.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 26.35
TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 14.16
•fe�drirskskic»:r::kir�:sk�:rfr�ir�i:ieic� kiririeit&ire'rir�4t��*icle4ti:ir�i:friricsk�:r4c�kicq:fc:tic�Xir4r4r�4r�irici:irirsYd:�4'r
FLOW PROCESS FROM NODE 6.60 TO NODE 6.60 IS CODE = 8
-------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.186
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) = 6.44
EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 32.20
TC(MIN) = 14.16
i•i:ir:r it is ir�ir:r is 4:ici: it it is Yr 4r it �c is is sk ie fr 4c �Y ie icir 4r is ic�ir 4r Yr3r it it it 4:4c*ic is 4c i:iri: is �r is ie 9c ie it 4r 4: is is it is it it it it ic�ie it is 4r it it
FLOW PROCESS FROM NODE 6.60 TO NODE 6.70 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 24.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9
UPSTREAM NODE ELEVATION(FEET) = 1069.00
DOWNSTREAM NODE ELEVATION(FEET) = 1068.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 32.20
TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 14.64
is �:r�:r�:4r�'.r'„•�•4:ic;: it fe'..•�4r zkx �:��; 4r 4c it �k ie ir:r�'��; sk�4c�4c kfr ;. ��•�:c �: it i:�'..•� ksY is �'�.�i: ir�r dr 4: kir :c wit �: le i:�i: mirk
FLOW PROCESS FROM NODE 6.70 TO NODE 6.70 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.123
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
Page 18
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.31
EFFECTIVE AREA(ACRES) = 13.80 AREA -AVERAGED Fm(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 13.80 PEAK FLOW RATE(CFS) = 37.86
TC(MIN) = 14.64
Yc Y: Yc Yt is it is is Yt it it it Y: Yr Y: it Yr Yr Yr Yt Yr Yt is Yr Yr it Yt it is is it it is it Yt it it it i< it i< it is it it Yr i< Yr Yr Yr Yc Yt Yr Y: Ye Y: is Yr Yc i< is i< Yr is Yc irY: ie Y: it it i<ic it ie Yc
FLOW PROCESS FROM NODE 6.70 TO NODE 6.80 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 24.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3
UPSTREAM NODE ELEVATION(FEET) = 1068.00
DOWNSTREAM NODE ELEVATION(FEET) = 1067.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.86
TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 15.10
...'.:'.t Y:.Yr Yr Yr is k Yr it Yr Yr is Yc ic'.•Yt Yt � Yt Yt �Yr Yr Yt Yc Yc Yc it +,c +,t+,c �Y: Y: it � & it Yt is is irYt � i<it is i< Yr Yr i<Yc Yt Yc Yr YcYt Yt Yc Y: Yt Yc it Yr Yt i:Yc Y< it i; is is is Yr
FLOW PROCESS FROM NODE 6.80 TO NODE 6.80 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.066
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) = 6.19
EFFECTIVE AREA(ACRES) = 16.10 AREA -AVERAGED Fm(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 16.10 PEAK FLOW RATE(CFS) = 43.34
TC(MIN) = 15.10
.... Yc Yc Yc Y: Y: is Yc sY Y: Y: it Y: �- Y.• Y: i; Yr Y:Yr Yt Y: Y:Yr it ie is sY it Yr � :: Yr sY Yr Yt i; Yr it Yt Yr Yt Yc is Y: Yt is ie is is it it it Yc it it k � i:'..• & is Y: � � Y.• � � Ye Y: k �• it Yr Yr
FLOW PROCESS FROM NODE 6.80 TO NODE 6.90 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 27.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4
UPSTREAM NODE ELEVATION(FEET) = 1067.00
DOWNSTREAM NODE ELEVATION(FEET) = 1066.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 43.34
TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 15.55
Y:.Yc :: �• :; Y: Y::::: Y: Y: � Y.• :: it Y: '.: is Y: Ye �': � Yt � i; � Yc Y: Yr � � � i; &Ye ie * Yr i; it Yr Yc is is � � Y: Y: t Yr Yr is Yr YY is it it Yc � � Yc Y< Yr Y: � a Yr � �• Yr Y: it Y: Yc �• �
FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.012
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
Page 19
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.08
EFFECTIVE AREA(ACRES) = 18.40 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 18.40 PEAK FLOW RATE(CFS) = 48.64
TC(MIN) = 15.55
Yr Yt Yr it it Yc Yt Y: i<Yc Y: it Yc Yc Y: is is is Yc it is Yr Yt Yc it it ie Ye Yr it Y: is Yc Yc it is it Ye Yc Yc it icYc Yc Yc is is Y: Yr Yr Yr it Y: Ye Yr Yt Y: Yc Yc Yt Yc it Yc Yc is Yc Yt Yr it Yc Yr Y< it Y: & it
FLOW PROCESS FROM NODE 6.90 TO NODE 6.10 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 27.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7
UPSTREAM NODE ELEVATION(FEET) = 1066.00
DOWNSTREAM NODE ELEVATION(FEET) = 1065.25
FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 48.64
TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 15.88
Yc � � Y: is it ic'..•°• � Yc Yc Yr is � Yc :c & i<Yr � Yr it ir. � it � is Y: Yr Yr Yc it Y<Yr Ye Yc Yc :c is it Yc Yc :: is it Yc Y:.i: � � � -k ie Yc � � Yc Yr Yc is Yc � Y: is Yc Yr ir',c'.c %e is it Yc k
FLOW PROCESS FROM NODE 6.10 TO NODE 6.10 IS CODE 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.975
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) = 1.51 SUBAREA RUNOFF(CFS) = 3.94
EFFECTIVE AREA(ACRES) = 19.91 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 19.91 PEAK FLOW RATE(CFS) = 51.97
TC(MIN) = 15.88
Yc Yc Yt is Y: Y: ie Yr Yc Yc is Yc Yc is Y: Yr Yc Yc is Yt Ys Yc Yr is i; 9: i<ic Yc Yr it Yt Yr is Yc Yt � is � ie Ye is is is Yc � Yc is Yt �Ytir i<Yc Yr Y<Yc * Yc Yt i<Yr Y: it it Yr is Yr it Y< is is Yc Yc Y: k
FLOW PROCESS FROM NODE 6.10 TO NODE 6.11 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 30.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION(FEET) = 1065.25
DOWNSTREAM NODE ELEVATION(FEET) = 1064.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 51.97
TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 16.35
is Y; Yc Yr is it Yc Yr Y: is it Ye Yc is is Y: it � � Ye is Yc Yc & ir'.r Yt is i< it Yc Yr is Yr ie Ys Yc Y: Ye Y: Yr it Y; Yr Yc Ye Yr is Yc Yc Yc Yt Yr'.r Yc Yt is is � Yr Yr it � Y: Y: it Yc Yt Yc Yr Yr � � it * Yr
FLOW PROCESS FROM NODE 6.11 TO NODE 6.11 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.923
SOIL CLASSIFICATION IS "B"
Page 20
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) = 2.17 SUBAREA RUNOFF(CFS) = 5.56
EFFECTIVE AREA(ACRES) = 22.08 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) = 56.60
TC(MIN) = 16.35
:t',:it:c:Yirkic4r't�:ir'.c4riei:4r'.e:r't:rir�4c::ie�ic4eir:rir�citititi::c4r4r�r4cieie�Arkici:irk::rieie�'tic4r&��':ititirit:rit4riricic4rkir4r4ri:
FLOW PROCESS FROM NODE 6.11 TO NODE 6.00 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 29.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.3
UPSTREAM NODE ELEVATION(FEET) = 1064.50
DOWNSTREAM NODE ELEVATION(FEET) = 1064.07
FLOW LENGTH(FEET) = 75.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 56.60
TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 16.50
•k**ir**ir is is it****is is ic;r it is it*ir ir'.:ir*ic it*ir it 4r it 4t �ti it Yc sY4r it fc �'ei::c 4r 4c ��Y sY Yr:r. is is is it is is it do ie ic*:r*ic is is is is it �Y it is ic*
FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 16.50
RAINFALL INTENSITY(INCH/HR) = 2.91
AREA -AVERAGED Fm(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 22.08
TOTAL STREAM AREA(ACRES) = 22.08
PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.60
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/H�
(INCH/HR)
(INCH/HR)
(ACRES)
1
274.59 16.82
2.874
.54
.16
.09
108.84
2
275.15 17.73
2.785
.54
.16
.09
112.75
3
273.76 18.66
2.701
.54
.17
.09
115.81
4
254.36 23.59
2.346
.51
.18
.09
125.33
5
247.27 25.15
2.258
.50
.19
.09
126.85
6
273.68 16.50
2.907
.55
.16
.09
107.21
COMPUTED
CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
275.15
TC(MIN.) =
17.728
EFFECTIVE
AREA(ACRES)
= 112.75
AREA -AVERAGED
Fm(INCH/HR) _
.09
AREA -AVERAGED
Fp(INCH/HR)
= .54
AREA -AVERAGED
Ap = .16
TOTAL
AREA(ACRES) =
126.85
•fc:c it �•::*�Y:ric:r'.::;*:c**ir*ir*ic is'..•***°k•.c.'.t**ir�ie*4r**-k �Y ic**.*ic it is �'4t*ir**°k•'..•zY is*4r sc***it*:: :r 4e �'c �•:c&ic it*4c
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3
Page 21
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.3
UPSTREAM NODE ELEVATION(FEET) = 1064.07
DOWNSTREAM NODE ELEVATION(FEET) = 1058.97
FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 275.15
TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 18.27
FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735
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) = 2.23 SUBAREA RUNOFF(CFS) = 5.34
EFFECTIVE AREA(ACRES) = 114.98 AREA -AVERAGED FM(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .54 AREA -AVERAGED Ap = .16
TOTAL AREA(ACRES) = 129.08 PEAK FLOW RATE(CFS) = 275.15
TC(MIN) = 18.27
FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 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 49.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.1
UPSTREAM NODE ELEVATION(FEET) = 1058.97
DOWNSTREAM NODE ELEVATION(FEET) = 1055.52
FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 275.15
TRAVEL TIME(MIN.) _ .39 TC(MIN.) = 18.66
FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.701
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) = 2.78 SUBAREA RUNOFF(CFS) = 6.57
EFFECTIVE AREA(ACRES) = 117.76 AREA -AVERAGED Fm(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16
TOTAL AREA(ACRES) = 131.86 PEAK FLOW RATE(CFS) = 276.85
TC(MIN) = 18.66
Page 22
FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 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 50.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.9
UPSTREAM NODE ELEVATION(FEET) = 1055.52
DOWNSTREAM NODE ELEVATION(FEET) = 1052.07
FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 276.85
TRAVEL TIME(MIN.) _ .40 TC(MIN.) = 19.06
k kkkk.Yt ick kYrkkkick itk kYrkir Yck kitkkkitkkkkkkYckkkkkYekkkkYr iekkkkkirkkkkkkic irk kYrkkkkkkkkkkk
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8
-----------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.666
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) = 2.75 SUBAREA RUNOFF(CFS) = 6.41
EFFECTIVE AREA(ACRES) = 120.51 AREA -AVERAGED FM(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16
TOTAL AREA(ACRES) = 134.61 PEAK FLOW RATE(CFS) = 279.62
TC(MIN) = 19.06
kkkkkkkk•'kkkkkkkkkkkkkkkkki;kkkkkkk kk itk kirk kYtkkkkkkkkkkkkkkkkkkkkkkkkkkkk �•kkkkk
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8
----------------------------------------------------------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.666
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) = 1.73 SUBAREA RUNOFF(CFS) = 4.03
EFFECTIVE AREA(ACRES) = 122.24 AREA -AVERAGED FM(INCH/HR) .09
AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16
TOTAL AREA(ACRES) = 136.34 PEAK FLOW RATE(CFS) = 283.66
TC(MIN) = 19.06
k irkkkkir kk kk kkki;kkkkitkkkkkkkkkkkkkkkk kkkkirk kk kkkkkkkkkkki;k�kkkirk kkkkkkkkkkkkYc
FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 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 41.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 22.9
UPSTREAM NODE ELEVATION(FEET) = 1052.07
DOWNSTREAM NODE ELEVATION(FEET) = 1049.07
FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 283.66
TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 19.13
END OF STUDY SUMMARY:
Page 23
TOTAL AREA(ACRES)
= 136.34
TC(MIN.)
=
19.13
EFFECTIVE AREA(ACRES)
= 122.24
AREA -AVERAGED
Fm(INCH/HR)=
.09
AREA -AVERAGED Fp(INCH/HR) _ .55
AREA -AVERAGED
Ap = .16
PEAK FLOW RATE(CFS)
= 283.66
** PEAK FLOW RATE TABLE **
Q Tc
Intensit
Fp
Ap
FM
Ae
(CFS) (MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 282.24 17.91
2.768
.56
.16
.09
116.70
2 283.08 18.22
2.739
.55
.16
.09
118.33
3 283.66 19.13
2.660
.55
.16
.09
122.24
4 282.23 20.06
2.585
.55
.16
.09
125.30
5 264.13 25.02
2.265
.52
.18
.09
134.82
6 257.02 26.59
2.184
.51
.18
.09
136.34
END OF RATIONAL METHOD
ANALYSIS
Page 24
is is it i:i: it is ie it is is ie is is is is �Y ie ie it it is it it ie is it ie it is is ie it is ie it i�ir i::P it it is ie ie ie is it it ie i�ir it it it is is ie it it it is it is it is it*ie it is it ie it it it
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
-------------------------------------------------------
FILE NAME: 202Q100G.DAT
TIME/DATE OF STUDY: 13:43 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
�k is i:ir�•*.i:i:°ki: it sY it ki: it �k*ir is is it is sY it is it is i; it is it it is is ie is it it it it ieic it is it icie is***ir irir it it it it i; is is it ie ic�•i: it irir i;*ir*ir*
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 15
----------------------------------------------------------------------------
>>>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK
# 1 DEFINED
AS FOLLOWS:
Q(CFS)
TC(MIN.)
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
�•ic*i:�•i;.iri;�•i;i:*ici:i: ie is is ir�i: it it it i:i: ie it i:i: is it is it it i; is it i:i: it is it it it is is it it i;i: is it it it*ir it it it is is it it is it is is is*ir it ici; is is
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 AS FOLLOWS:
Q(CFS)
TC(MIN.)
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
..*i: *ir is �•R•*°k it 7.•.�i:ir*ir**i;i;i: k it ic;: it it is it it it it ic�ir is it ic•ki: it it it kir is it it it it it*�*tii:*�**ki;. �•*ie*ir it is �•*i: :: is it
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12
Page 1
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
Sc 4r :tic't4t'c:4ir:r is it it 4t it 4r it :': is it Y is is is ft it it 4t it it*it:r it is 4r*4t �t*4t it*it is it it 4t it is 4t*ir it ie*i: is is it FLOW PROCESS PROCESS FROM NODE 10.00 TO NODE 11.00 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 38.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.1
UPSTREAM NODE ELEVATION(FEET) = 1075.90
DOWNSTREAM NODE ELEVATION(FEET) = 107350
FLOW LENGTH(FEET) = 435.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 123.04
TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 15.70
:r4::rYr*Yt4ticit ir4t4: dtic4tir:c:c4cizdciticitit*sYiritY:itir**icieieicYicirhiricicic4rititit4riefrdtitit:titiciciti:�:itic#Yric4c4titirYr4r'r4c
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 15.70
RAINFALL INTENSITY(INCH/HR) = 3.00
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
::fit*irY:.t: it 4c s':4t*iti: is sti it***k*ic it*::***it 4c 4r it 4r'.c is 4r it****�c iz 4r it 4c**i:*it 4r 4c*9r ie*it**�r�**9c *ic ie is**:t*4: is is
FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 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) = 665.00
UPSTREAM ELEVATION(FEET) = 1090.50
DOWNSTREAM ELEVATION(FEET) = 1087.50
ELEVATION DIFFERENCE(FEET) = 3.00
TC(MIN.) = .304*[( 665.00** 3.00)/( 3.00)]** .20 = 12.054
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) = 7.70
TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 7.70
4ri:4t::':::itq:ic:Y�st:r4::.....�•4:4:i:*:;4t:t•k�Y*ir',. �•**i:::'t:.::stir*•it*.ire•9t:r',t*it*ir:z*ire....*°k*:'.....**4ciss:•.t..*:c•.':iz:z
FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
Page 2
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4
UPSTREAM NODE ELEVATION(FEET) = 1081.50
DOWNSTREAM NODE ELEVATION(FEET) = 1077.27
FLOW LENGTH(FEET) = 420.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.70
TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 13.15
irkiriticicieiticiriciciricicieiciciticiciric�kieiritirieieititiririciticieiritiricsYieiciciriticicieicititiriririciriei:iciriric*irieiciciticiricitic
FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 8
--------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.331
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) = 4.22 SUBAREA RUNOFF(CFS) = 12.37
EFFECTIVE AREA(ACRES) = 6.71 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) = 19.66
TC(MIN) = 13.15
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FLOW PROCESS FROM NODE 11.30 TO NODE 11.00 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.) = 17.9
UPSTREAM NODE ELEVATION(FEET) = 1077.27
DOWNSTREAM NODE ELEVATION(FEET) = 1073.50
FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES`= 1
PIPE-FLOW(CFS) = 19.66
TRAVEL TIME(MIN.) = .04 TC(MIN.) = 13.19
�•i:i: is is is is**�•ic it it is**ir*ir it it is it sY is it is it is is is ie is is it it ie it is is is �c it*it ie is it it*it*ic*ic is*k *ir it*ic it it is***ir**it it is is
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 13.19
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) = 6.71
TOTAL STREAM AREA(ACRES) = 6.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.66
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE **
Q Tc Intensity Fp Ap Fm Ae
Page 3
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(INCH/HR)
(ACRES)
1 128.74 11.04
3.700
.65
.23
.15
37.56
2 140.71 15.70
2.995
.64
.24
.15
51.96
3 140.31 15.84
2.980
.64
.24
.15
52.12
4 135.90 13.19
3.325
.65
.23
.15
44.81
COMPUTED CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
140.71
TC(MIN.) =
15.701
EFFECTIVE AREA(ACRES)
= 51.96
AREA -AVERAGED
FMCINCH/HR) _
.15
AREA -AVERAGED Fp(INCH/HR)
_ .64
AREA -AVERAGED
Ap = .24
TOTAL AREA(ACRES) =
52.12
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 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 46.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.3
UPSTREAM NODE ELEVATION(FEET) = 1073.50
DOWNSTREAM NODE ELEVATION(FEET) = 1072.77
FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 140.71
TRAVEL TIME(MIN.) = .48 TC(MIN.) = 16.18
» it is it»» it k it»» it is k kk»»» k is»»»» k» it» k»»»» it»»» k»»» �•»» k»»» is k k»»»»» is»»» �r kir»»»» k it»»»» is k
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8
----------------------------------------------------------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.942
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) = 3.61
EFFECTIVE AREA(ACRES) = 53.36 AREA -AVERAGED FM(INCH/HR) _ .15
AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23
TOTAL AREA(ACRES) = 53.52 PEAK FLOW RATE(CFS) = 140.71
TC(MIN) = 16.18
»»» k «•»»» «•»» k »»» it «•»»»»» i; '..•»»»»»»»»»»»»-.r»»»» it it» ir» it is»» »»»»»»»» � ir» «•» ic» is it»» it #»» ir» is
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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 34.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.3
UPSTREAM NODE ELEVATION(FEET) = 1072.77
DOWNSTREAM NODE ELEVATION(FEET) = 1062.75
FLOW LENGTH(FEET) = 630.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 140.71
TRAVEL TIME(MIN.) _ .69 TC(MIN.) = 16.87
»» .. »»» .. » »»»»»»» ir» .. »»» is i.•» « » «•» « ir» k it k � »»» k»»»»» ., »» » » » k k „»»»»»»» «.»» « .. ,.., » «'»»»»» k»
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1
----------------------------------------------------------------------------
Page 4
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.87
RAINFALL INTENSITY(INCH/HR) = 2.87
AREA -AVERAGED FM(INCH/HR) = .15
AREA -AVERAGED Fp(INCH/HR) = .65
AREA -AVERAGED Ap = .23
EFFECTIVE STREAM AREA(ACRES) = 53.36
TOTAL STREAM AREA(ACRES) = 53.52
PEAK FLOW RATE(CFS) AT CONFLUENCE = 140.71
it it it �r do 4e 4r 4r Ye it �r 4t it it it is is ie 4r is 4r 4r oY it is it:F itu ie is 4r ie is it it it sY Yt it s4 it ie lr it �c 4c*iri: 4e it 4r it ie is is lc 4r is it 4r it it 9t oY ie it it ie Yr 4c Yc ie it it
FLOW PROCESS FROM NODE 13.10 TO NODE 13.20 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) = 840.00
UPSTREAM ELEVATION(FEET) = 1084.00
DOWNSTREAM ELEVATION(FEET) = 1082.00
ELEVATION DIFFERENCE(FEET) = 2.00
TC(MIN.) = .304*[( 840.00** 3.00)/( 2.00)]** .20 = 15.040
100 YEAR RAINFALL INTENSITY (INCH/HR) = 3.074
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) = 12.68
TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 12.68
:ci:**9:'.t4e:rir'..•'..•'.r�•ic it:';*:r�•:r*�':e*ir*4c�"::****fir 4r**'.e',r*:eie'..•*�sY is i::r it fc it i:�ir'.r:k*Y it it ie ir:r *sY it it it*ir fr ie it ir*
FLOW PROCESS FROM NODE 13.20 TO NODE 13.30 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.) = 7.4
UPSTREAM NODE ELEVATION(FEET) = 1076.00
DOWNSTREAM NODE ELEVATION(FEET) = 1071.20
FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.68
TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 16.06
....::;t:'r'.:'.ti;k*�•*ir is 4:R*�:**4: dr k4r ir*ic:rR•*****�:ic'..•:c*s:Y�:'it:r*°k 4c is 4t irk*i: it is it it it*iri: lr is is it is �'iY �c 4c ::**:c'c it
FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.955
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 AREA(ACRES) = 4.65 SUBAREA RUNOFF(CFS) = 12.05
EFFECTIVE AREA(ACRES) 9.35 AREA -AVERAGED Fm(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 9.35 PEAK FLOW RATE(CFS) = 24.24
Page 5
TC(MIN) = 16.06
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FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8
---------------------------------------------------------------------------
>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.955 --------------
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 AREA(ACRES) = 6.09 SUBAREA RUNOFF(CFS) = 15.79
EFFECTIVE AREA(ACRES) = 15.44 AREA -AVERAGED Fm(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 15.44 PEAK FLOW RATE(CFS) = 40.02
TC(MIN) = 16.06
k is it it ie it itie it it is it it is it it it it is it ie it it is it it it is is it is it ie it is it it it it it it is fc is it it is k is is is is is it ie �ti i<i< it is ie it it it it it is ie is it it is it ieir is
FLOW PROCESS FROM NODE 13.30 TO NODE 13.40 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 21.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.0
UPSTREAM NODE ELEVATION(FEET) = 1071.20
DOWNSTREAM NODE ELEVATION(FEET) = 1063.35
FLOW LENGTH(FEET) = 405.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 40.02
TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 16.62
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FLOW PROCESS FROM NODE 13.40 TO NODE 13.40 IS CODE = 8
-------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.895
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) = 3.12
EFFECTIVE AREA(ACRES) = 16.67 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) 16.67 PEAK FLOW RATE(CFS) = 42.31
TC(MIN) = 16.62
it is i; ie «• it it «' ;; k is «• ir'.r i; � � it «• «• is k k «• «• it is ie it is it ie � sY it it ie it sY ie i; it it ie it ie i; i< i; � & is it it i; «• i; i; is «• � i; :: is i; :: «• � it i; is � i; it � «•
FLOW PROCESS FROM NODE 13.40 TO NODE 13.00 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 22.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.7
UPSTREAM NODE ELEVATION(FEET) = 1063.35
DOWNSTREAM NODE ELEVATION(FEET) = 1062.75
FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
Page 6
PIPE-FLOW(CFS) = 42.31
TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 16.69
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FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 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.) = 16.69
RAINFALL INTENSITY(INCH/HR) = 2.89
AREA -AVERAGED FM(INCH/HR) = .07
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 16.67
TOTAL STREAM AREA(ACRES) = 16.67
PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.31
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/H�
(INCH/HR)
(INCH/HR)
(ACRES)
1
166.27 12.23
3.480
.66
.19
.13
51.17
2
175.85 14.37
3.158
.66
.20
.13
60.56
3
182.75 16.87
2.869
.66
.20
.13
70.03
4
182.1317.01
2.855
.66
.20
.13
70.19
5
182.68 16.69
2.887
.66
.20
.13
69.52
COMPUTED
CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
182.75
TC(MIN.) =
16.868
EFFECTIVE
AREA(ACRES)
= 70.03
AREA -AVERAGED
Fm(INCH/HR) _
.13
AREA -AVERAGED
Fp(INCH/HR)
_ .66
AREA -AVERAGED
Ap = .20
TOTAL
AREA(ACRES) =
70.19
ickkkirkkk �•k is �•k �kkkkkirk kkkkkkkirkkkkkirkkkkkkkkkkk k•.ckkkkiskkkkkkic it irk kkkkki: irkkkkirk
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.1
UPSTREAM NODE ELEVATION(FEET) = 1062.75
DOWNSTREAM NODE ELEVATION(FEET) = 1060.88
FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 182.75
TRAVEL TIME(MIN.) = .50 TC(MIN.) = 17.36
is i;irk**kkkkick it ic�i:kirk kic kir iskkksY i:kkkkkir itkkickkirk it itkkkkkkkkkkic irkkk*kkitk kkkkic is ::kkkic
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8
-----------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY (INCH/HR) = 2.820
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
Page 7
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.82 SUBAREA RUNOFF(CFS) = 4.50
EFFECTIVE AREA(ACRES) = 71.85 AREA -AVERAGED Fm(INCH/HR) _ .13
AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20
TOTAL AREA(ACRES) = 72.01 PEAK FLOW RATE(CFS) = 182.75
TC(MIN) = 17.36
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FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.3
UPSTREAM NODE ELEVATION(FEET) = 1060.88
DOWNSTREAM NODE ELEVATION(FEET) = 1057.80
FLOW LENGTH(FEET) = 525.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 182.75
TRAVEL TIME(MIN.) = .78 TC(MIN.) = 18.14
'.: 4: :c it :r 4: is is *;rit%*ir**ic is is it is ic.*ii �Y:: dr ic::*ic�•ir it 4c°kic**ic it i:it*dr 4t ie it it it 4c it*�'c:t it it fc'.t is is �'r �t is it it it 4t leir it is 4fsY it is
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 18.14
RAINFALL INTENSITY(INCH/HR) = 2.75
AREA -AVERAGED Fm(INCH/HR) = .13
AREA -AVERAGED Fp(INCH/HR) = .66
AREA -AVERAGED Ap = .20
EFFECTIVE STREAM AREA(ACRES) = 71.85
TOTAL STREAM AREA(ACRES) = 72.01
PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.75
do*ir is ir'c it it is Yr it �r 4:4:*4c:r it is f: is is it it �•fc it is f: e4 is it is s4 it it sY is ie is 4r it it it it fr it is*ic�•ic it it ie 4r�*:4 is is is it it*4r****:c Yt it it de ie
FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 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) = 1075.50
DOWNSTREAM ELEVATION(FEET) = 1072.50
ELEVATION DIFFERENCE(FEET) = 3.00
TC(MIN.) = .304*[( 900.00** 3.00)/( 3.00)]** .20 = 14.454
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 RUNOFF(CFS) = 12.94
TOTAL AREA(ACRES) = 4.68 PEAK FLOW RATE(CFS) = 12.94
•:YsY4rir4ririti:ir4tirir4eir�4e*�r'.ritic�:�•4rir�s44c:'r**�ricit*irir�Y.ir**�•*�lrirsY4:*:r�k�-4r4t4tiric**:ririr::ir4r*:r:r:r�:ci:4:*i:Yr
FLOW PROCESS FROM NODE 15.20 TO NODE 15.30 IS CODE = 3
----------------------------------------------------------------------------
Page 8
>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
--------------------------------------------------------------------
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.2
UPSTREAM NODE ELEVATION(FEET) = 1066.50
DOWNSTREAM NODE ELEVATION(FEET) = 1062.60
FLOW LENGTH(FEET) = 390.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.94
TRAVEL TIME(MIN.) _ .90 TC(MIN.) = 15.36
kkkkkit irkkkkki: it it k irir i:k ickkkkkkkkkkkick iric kitkkkkkkkkick it irkkkkkkk�kkkkickkkkkkkkkk •irk
FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8
---------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
---------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.035
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) = 4.69 SUBAREA RUNOFF(CFS) = 12.50
EFFECTIVE AREA(ACRES) = 9.37 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 9.37 PEAK FLOW RATE(CFS) = 24.96
TC(MIN) = 15.36
kkkirk irkirkkkkkk:t i:. ickkkirk ie icir kirkkkk kitkkkkkkkkkkirkkkkirk kkickkkkkkkkkkirk kir irk Yrkkkkir is
FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.035
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) = 6.29 SUBAREA RUNOFF(CFS) = 16.76
EFFECTIVE AREA(ACRES) = 15.66 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 15.66 PEAK FLOW RATE(CFS) = 41.72
TC(MIN) = 15.36
k irk ki:i: kir i.•kkkkkir �•kkkkk.�•ick kkkkk �•kkkie irk kirkkkkkkkkkkkk �•k kkk:ck ki.•kkkkkkic i,•k kit irkkkirk
FLOW PROCESS FROM NODE 15.30 TO NODE 15.00 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 22.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.5
UPSTREAM NODE ELEVATION(FEET) = 1062.60
DOWNSTREAM NODE ELEVATION(FEET) = 1057.80
FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 41.72
TRAVEL TIME(MIN.) _ .86 TC(MIN.) = 16.22
.,.,.;'.c it i.'ki: irkkkk �•k�kkkkkkick �•kkki:kkirkkkkkkitk k�k�•i;kkirkkkkkitkkkkk'..•�•irkkkk�kkkkkkkkit
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1
Page 9
---------------------------------------------------------------------------
»»>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.) = 16.22
RAINFALL INTENSTTY(INCH/HR) = 2.94
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 15.66
TOTAL STREAM AREA(ACRES) = 15.66
PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.72
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)
1 205.18 13.54
3.273
.67
.17
.12
66.07
2 217.00 15.65
3.001
.67
.18
.12
77.49
3 221.86 17.96
2.763
.67
.18
.12
87.00
4 221.69 18.14
2.747
.67
.18
.12
87.51
5 220.89 18.28
2.734
.67
.18
.12
87.67
6 219.25 16.22
2.937
.67
.18
.12
80.25
COMPUTED CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
221.86
TC(MIN.) =
17.964
EFFECTIVE AREA(ACRES) =
87.00
AREA -AVERAGED
FM(INCH/HR) _
.12
AREA -AVERAGED Fp(INCH/HR)
_ .67
AREA -AVERAGED
Ap = .18
TOTAL AREA(ACRES) =
87.67
FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 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 38.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.5
UPSTREAM NODE ELEVATION(FEET) = 1057.80
DOWNSTREAM NODE ELEVATION(FEET) = 1050.50
FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 221.86
TRAVEL TIME(MIN.) _ .28 TC(MIN.) = 18.25
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 18.25
RAINFALL INTENSITY(INCH/HR) = 2.74
AREA -AVERAGED FM(INCH/HR) = .12
AREA -AVERAGED Fp(INCH/HR) = .67
AREA -AVERAGED Ap = .18
EFFECTIVE STREAM AREA(ACRES) = 87.00
TOTAL STREAM AREA(ACRES) = 87.67
Page 10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 221.86
&ir*it it ie ie it it ie is it icir sY is is it it is is it sY it it it it ie it it it ir�ir it Yrieie fe is it fr ir. it it it it ie is it is it it it it ie it ie it it is it ie ie is ie is it ie it it ie is it it ie
FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 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) = 220.00
UPSTREAM ELEVATION(FEET) = 1067.00
DOWNSTREAM ELEVATION(FEET) = 1065.00
ELEVATION DIFFERENCE(FEET) = 2.00
TC(MIN.) = .304*[( 220.00** 3.00)/( 2.00)]** .20 = 6.732
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.979
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) = 12.80
TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 12.80
.S• sY * 4r is it is it it sY it is it is it i; it sY it it it is ie ie * it it it irir is °k it it is it it * it is it it it is is ie is is it it is is is it ie it it * * * it it it is is it it it is it it is it it it it
FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 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 13.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.0
UPSTREAM NODE ELEVATION(FEET) = 1059.00
DOWNSTREAM NODE ELEVATION(FEET) = 1055.03
FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.80
TRAVEL TIME(MIN.) _ .62 TC(MIN.) = 7.35
ici:i; is it �•. ie it is*ire•*ir it it**it it i;ie***ir it**ic*i; it it it***ie st i; it it it kir*�•ir it**ir it i':i.•ic*ir it *ir it is it it**ir it is it *ir it it
FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
00 YEAR RAINFALL INTENSITY(INCH/HR) = 4.722
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) = 2.34 SUBAREA RUNOFF(CFS) = 9.79
EFFECTIVE AREA(ACRES) = 5.24 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) = 21.91
TC(MIN) = 7.35
i.•i:k �•--..•i;. it*i::; is is it i:i:*ic*iri:i:ir*ir*ir ir:ti:�•i;ie*R•.i:ic*ic it it it it*ic ie it i::c*irs: it irsY it it***ir it 9: it it is is it kir Yr**i:**ir
FLOW PROCESS FROM NODE 16.30 TO NODE 16.00 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 11.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.6
Page 11
UPSTREAM NODE ELEVATION(FEET) = 1055.03
DOWNSTREAM NODE ELEVATION(FEET) = 1050.50
FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 21.91
TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 7.41
:- it ie fr it is �Y $r is it it 4e * it is is it it 4t 4r it ie it it 9t it 4r 4r is Yr 4e it ie fr �'t it 4r'r Yr it Yr 4c it it it it 4r it it 4t it it 4c 9e it it 4r it i; 4: * it 4r it :ric is it it.4r it :c fe 4r sY it
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 7.41
RAINFALL INTENSITY(INCH/HR) = 4.70
AREA -AVERAGED Fm(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 5.24
TOTAL STREAM AREA(ACRES) = 5.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.91
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)
1 220.14 13.83 3.232
.68 .17 .11
71.31
2 230.71 15.93 2.969
.68 .17 .12
82.73
3 232.67 16.50 2.907
.67 .17 .12
85.49
4 234.47 18.25 2.737
.67 .18 .12
92.24
5 234.23 18.42 2.721
.67 .18 .12
92.75
6 233.37 18.56 2.709
.67 .18 .12
92.91
7 183.64 7.41 4.700
.68 .16 .11
40.63
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) = 234.47
TC(MIN.) = 18.245
EFFECTIVE AREA(ACRES) = 92.24
AREA -AVERAGED Fm(INCH/HR) _
.12
AREA -AVERAGED Fp(INCH/HR) _ .67
AREA -AVERAGED Ap = .18
TOTAL AREA(ACRES) = 92.91
ir:r it it it is 4r it*4e Yr it it �r4r it 4t 4e is is ie i�ir it 4r it*ic fr tr dr 9r it it it it
it it it itic it it it dt:t it �r it �r it Yt ic*4r ie*4r is 4r 4r it fr 4r 4 *'k *ir 4e ie dr it it 4r it
FLOW PROCESS FROM NODE 16.00 TO
----------------------------------------------------------------------------
NODE 16.00 IS CODE = 8
»»>ADDITION OF SUBAREA TO MAINLINE
PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.737
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) = 3.06
SUBAREA RUNOFF(CFS) = 7.33
EFFECTIVE AREA(ACRES) = 95.30
AREA -AVERAGED Fm(INCH/HR) _
.12
AREA -AVERAGED Fp(INCH/HR) = .67
AREA -AVERAGED Ap = .17
TOTAL AREA(ACRES) = 95.97
PEAK FLOW RATE(CFS) = 234.47
TC(MIN) = 18.25
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3
Page 12
-------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 45.0 INCH PIPE
IS 31.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) =
28.1
UPSTREAM NODE ELEVATION(FEET) =
1050.50
DOWNSTREAM NODE ELEVATION(FEET) =
1039.50
FLOW LENGTH(FEET) = 200.00 MANNING'S
N = .013
ESTIMATED PIPE DIAMETER(INCH) =
45.00 NUMBER
OF PIPES =
1
PIPE-FLOW(CFS) = 234.47
TRAVEL TIME(MIN.) _ .12 TC(MIN.) = 18.36
------------------ -
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 95.97
TC(MIN.) =
18.36
EFFECTIVE AREA(ACRES) = 95.30
AREA -AVERAGED
FM(INCH/HR)=
AREA -AVERAGED Fp(INCH/HR) _ .67
AREA -AVERAGED
Ap = .17
.12
PEAK FLOW RATE(CFS) = 234.47
PEAK FLOW RATE TABLE **
Q TC Intensit
(CFS) (MIN.) (INCH/HR�
Fp AP
(INCH/HR)
FM
(INCH/HR)
Ae
(ACRES)
1 183.64 7.54 4.652
2
.68 .16
.11
43.69
220.14 13.95 3.215
.68 .16
.11
74.37
3 230.71 16.05 2.956
.68 .17
.11
85.79
4 232.67 16.62 2.894
.68 .17
.11
88.55
5 234.47 18.36 2.727
.67 .17
.12
95.30
6 234.23 18.54 2.711
.67 .17
.12
95.81
7 233.37 18.68 2.699
.67 .17
.12
95.97
END OF RATIONAL METHOD ANALYSIS
Page 13
icir:eirfc'ririr*irieieiefrit�Yicir�YicieiesYfricir�'ririr4e�tirieYriciric4eic�Y4rleir�r4ririr4rieir4rfcir4eiririrfr:rsYicYricir4eiciricieicir4eirir9e4c
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
---------------------------------------------------------------------------
FILE NAME: 202Q100H.DAT
TIME/DATE OF STUDY: 14: 0 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
p: :F ie'r it it Y:.*fe :r is**4r Y: sY it'.r is is �r Yr ie**ir eY de fr it**ie ie sY it 4c sY it*ie is ir*iri:*:e 4t it*ir it it fe ie it 4r it 9r it it ie :r ie Y: irir 4c it �'e ie it sY �e is
FLOW PROCESS FROM NODE 20.00 TO NODE 22.00 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) = 1000.00
UPSTREAM ELEVATION(FEET) = 1073.00
DOWNSTREAM ELEVATION(FEET) = 1070.35
ELEVATION DIFFERENCE(FEET) = 2.65
TC(MIN.) = .304*[( 1000.00** 3.00)/( 2.65)]** .20 = 15.784
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.986
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) = 19.46
TOTAL AREA(ACRES) = 7.43 PEAK FLOW RATE(CFS) = 19.46
:r4:*': it 4r 4t �;:r-k it Rir 4c 4;:c*�-:c is is ft it is 4t ir*4c it*ir ic:c*Yc:r 4c ie*4r k fc.:c:c do f:ici; Yrir is*4r 4tic4r it is is is is 4r it 4t 4c dt 4t sY it Yc 4r eY it sY sY it
FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 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 20.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1
UPSTREAM NODE ELEVATION(FEET) = 1063.35
DOWNSTREAM NODE ELEVATION(FEET) = 1062.35
Page 1
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.46
TRAVEL TIME(MIN.) .55 TC(MIN.) = 16.33
�Y i� it oY is is is it it ie k # ie ie is it it :c it is is it it it is it iririr ie is ie ie it it is ie it it it it is u is ie irie it sY it ie it it it ie it is is is ie it it it it sY it it ie ie it is ie it it it it
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8
---------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.925
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) = 3.23 SUBAREA RUNOFF(CFS) = 8.29
EFFECTIVE AREA(ACRES) = 10.66 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 10.66 PEAK FLOW RATE(CFS) = 27.35
TC(MIN) = 16.33
is it it it it is it is it it it ie is it it it it it it is it is it it is it �Y it is it is is is is it ie it it it it'k is it is it is is is it is is it it it ie ie it it is is it is it is is it it is i; it ick it � icir
FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 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 23.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6
UPSTREAM NODE ELEVATION(FEET) = 1062.35
DOWNSTREAM NODE ELEVATION(FEET) = 1061.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 27.35
TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 16.84
is it � is it is is it is is ici: �'.r i; it it is �• is it is is i; '� ir',r *� iris it is it is it is k is ie is it ie ie ie � it it it it is it ifir i; i; is it i; is it it st it it k � it is it is i; is is it k
FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.872
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) = 3.23 SUBAREA RUNOFF(CFS) = 8.13
EFFECTIVE AREA(ACRES) = 13.89 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 13.89 PEAK FLOW RATE(CFS) = 34.97
TC(MIN) = 16.84
it xi:&ir it ie is is it i:icir&ir it it ie is it iris it is it ie it it it it is it iris is it it it is t is it�ic it it is it ir'k it it is Xit is is is it it it is is is sY is it it is it it it it it it ie
FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 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 25.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION(FEET) = 1061.35
Page 2
FLOW LENGTH(FEET) 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.46
TRAVEL TIME(MIN.) = .55 TC(MIN.) = 16.33'
kkkirkirkkkkkirifkkkkkifit.`xkirkkfeiritkkkkkkk,kk#ifkkitkkkickkirkkkkifickkickirirkicitkkirkkkkirkkiric
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8
---------------------------- 7----------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.925
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) = 3.23 SUBAREA RUNOFF(CFS) = 8.29
EFFECTIVE AREA(ACRES) = 10.66 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 10.66 PEAK FLOW RATE(CFS) = 27.35
TC(MIN) = 16.33
k itk&k'lr ii Yrkkkit kirk kkkkkkkkkkkkkkkkkkkkkkkkic icitkkXkkkkk;Ykk kkkkkkkkkkirkkkkkkifkkkick
FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 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 23.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6
UPSTREAM NODE ELEVATION(FEET) = 1062.35
DOWNSTREAM NODE ELEVATION(FEET) = 1061.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 27.35
TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 16.84
kkk#kkirkkkkkkk�'kkkkitkkkkkkkirkkkkkkkkkkkkiricickkkkkkki:kkkkkkkkkkifk%kitkkkkkkkkkk
FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 8
---------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
0 YEAR RAINFALL INTENSITY(INCH/HR) = 2.872 ------------------
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) = 3.23 SUBAREA RUNOFF(CFS) 8.13
EFFECTIVE AREA(ACRES) = 13.89 AREA -AVERAGED FM(INCH/HR) .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 13.89 PEAK FLOW RATE(CFS) = 34.97
TC(MIN) = 16.84
kkkickki: ickkkkk��kk::kit ickkkkkkit s��kkkkkk�kkk kk �-kkkkkkki; k:,•k kkk�irkkkkkkk�-k kir��k�kk
FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 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 25.9 INCHES
PIPE=FLOW VELO,CITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION(FEET) = 1061.35
Page 2
DOWNSTREAM NODE ELEVATION(FEET) = 1060.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 34.97
TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 17.32
iti:kkkit is kk kkis it itkkiekkkit itkkkitk itkkkkkic kkkkktYkkkkitkkkkkirkkkkkiskkkkkkirk kic itkkkkkkYrk
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.824
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) = 3.23 SUBAREA RUNOFF(CFS) = 7.99
EFFECTIVE AREA(ACRES) = 17.12 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 17.12 PEAK FLOW RATE(CFS) 42.36
TC(MIN) = 17.32
k kkkkkiakkkk�kkicirirkkkkkkkirkkic irkkkkkkkkkkkkkkkk4rk kYc irkkkkilitkkkkkkkkkkk�kkkkkk:ck
FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 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 27.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4
UPSTREAM NODE ELEVATION(FEET) = 1060.35
DOWNSTREAM NODE ELEVATION(FEET) = 1059.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 42.36
TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 17.77
k kkki:kkkkkkkkki:kkkirkkkk*kkkkk�kkkkkkkkkkkkkkkkkkkk*kkkkkkkkkkkkkk*kkk�k�k�kk
FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.781
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) = 3.23 SUBAREA RUNOFF(CFS) = 7.87
EFFECTIVE AREA(ACRES) = 20.35 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 20.35 PEAK FLOW RATE(CFS) = 49.56
TC(MIN) = 17.77
kiF.�-i.•i;kkkkk�kkkkisk �•kkkk&kkkn:kkk:: ick�i: �•kk�kkkit�k�kkkiek�kkki:kkkkkit Xirk FLOW PROCESS PROCESS FROM NODE 26.00 TO NODE 27.00 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 28.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7
Page 3
UPSTREAM NODE ELEVATION(FEET) = 1059.35
DOWNSTREAM NODE ELEVATION(FEET) = 1058.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 49.56
TRAVEL TIME(MIN) _ .43 TC(MIN.) = 18.20
itkkkic ickkkkie itkkkkkkkit ickkkkkkkirk kkkkitk ifir irk it irk kirk kirkkkkkkirk is itkkkie irkkkkkkkickkkkk
FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.741
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) = 3.23 SUBAREA RUNOFF(CFS) = 7.75
EFFECTIVE AREA(ACRES) = 23.58 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 23.58 PEAK FLOW RATE(CFS) = 56.58
TC(MIN) = 18.20
k is kic i; �kkkk�kkk kkk�kkk�kkkkkkit&kk�•k irkkkit k irk kk�kkir. irkk kkkkkkkkkitk kirkkkki:kkkk$•i:k
FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 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 31.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC) = 7.8
UPSTREAM NODE ELEVATION(FEET) = 1058.35
DOWNSTREAM NODE ELEVATION(FEET) = 1057.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 56.58
TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 18.63
kkkk�•kkkirk kkkkkkkkkk kkkkkk�kki.•iri:i:i: it it �-i::Y it it it i; ir�ir i; it ir::4r�&sY ie it it s: it it it it it �•ie ie it it ie it is Yr� �•ic it
FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.703
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) = 3.23 SUBAREA RUNOFF(CFS) 7.64
EFFECTIVE AREA(ACRES) = 26.81 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 26.81 PEAK FLOW RATE(CFS) = 63.42
TC(MIN) = 18.63
k kki.•ickkkkkkkkkic i; irkkkkkirk'.:kkkkkkki;.i;it irkkkki;ici:ici;�i�ir it it i;i:i; it it it it it kit ir'.t is it is ie�ir�ic it ir�ir it is
FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 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 33.0 INCHES
Page 4
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8
UPSTREAM NODE ELEVATION(FEET) = 1057.35
DOWNSTREAM NODE ELEVATION(FEET) = 1056.75
FLOW LENGTH(FEET) = 132.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 63.42
TRAVEL TIME(MIN.) = .28 TC(MIN.) = 18.91
it tr is it Bc ir.Ye sY 4c fr ie 4r 4r it it �Y 4r fr de �'r eY ie 4r �4 fc it 4r �Y it 4t it 4r 4r 4c it is eft it dr 4r ie fe it 4r fr Ye ft it it �k it fr it 9r ie ie 3r it 4r it �h fe ie it 4r it ie it ie 4r dr 4e it �'r it it
FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 8
---------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.679
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) = 2.13 SUBAREA RUNOFF(CFS) = 4.99
EFFECTIVE AREA(ACRES) = 28.94 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 28.94 PEAK FLOW RATE(CFS) 67.83
TC(MIN) = 18.91
it it it 4e k9r 4c��4r st 4r is tc��ir it it is 9c itir is kic*ic'.r �Y ie is �>Y is �t is ft 9r is it it s:fr'.c�sC is it 4c wit sY it sY is is is 4c it it ir': &ir it�ir frt 4r it fir it it
FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 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 33.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.4
UPSTREAM NODE ELEVATION(FEET) = 1056.75
DOWNSTREAM NODE ELEVATION(FEET) = 1055.50
FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 67.83
TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 19.39
:4 :: �: kic tc�Y:st$ir is it it is is is&it fc it sY �:r is is 4t 4r do it is �Y Yr 4t:c it 4r ir�ic is k4t:r is it it it��ir ie �•�4r tr �Y ir�:r it is&��ir it 4c ie is 9:��ic icy
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 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 30.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.0
UPSTREAM NODE ELEVATION(FEET) = 1055.50
DOWNSTREAM NODE ELEVATION(FEET) = 1052.20
FLOW LENGTH(FEET) = 540.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 67.83
TRAVEL TIME(MIN.) = 1.00 TC(MIN.) = 20.39
4c sY is kic sir ic:Y �c is irx �k 9c 4c 4r is 4c ic�4r it is it 4t it it is is it it is 4cit is it do 4c it it is �Y ic�ic is ic�it���'c�:r:r k4c it sY it is 4r ir�:c X :t it 4r ir'.c qc ir„
FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.561
SOIL CLASSIFICATION IS "B"
Page 5
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) = 3.34 SUBAREA RUNOFF(CFS) = 7.47
EFFECTIVE AREA(ACRES) = 32.28 AREA -AVERAGED Fm(INCH/HR) .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 32.28 PEAK FLOW RATE(CFS) = 72.22
TC(MIN) = 20.39
Y: is ;r * ;tYr Yr :; * � it Y; is is YcYr it it � Yr is Yr Yc is Yr is it * * is � Yr ie Yc YcYc it it ir* ie YrY: it Yr ie it Yr Ye is itYt �• *. YeYc it �• Yr ie itYr Y: Yc s: it * it Ye sY Y:.Yt sY it Yr Yr
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 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 31.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.1
UPSTREAM NODE ELEVATION(FEET) = 1052.20
DOWNSTREAM NODE ELEVATION(FEET) = 1052.00
FLOW LENGTH(FEET) = 24.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 72.22
TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 20.42
it �• is Yc � Yc it �• is *Yt * it it k �• * * icic'.e Yt it * it is it Yt * it k it � is it it i;'.t :e -k ir. it ie i; it it � i; � -k is is ic'x is it it it it it is it.Yt is Yt it ititsY sY it it is is it is
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 20.42
RAINFALL INTENSITY(INCH/HR) = 2.56
AREA -AVERAGED Fm(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 32.28
TOTAL STREAM AREA(ACRES) = 32.28
PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.22
Yr Yr it* � Yc �`Y: *� Y: ic�Ye Y: Yr -k � Yt **YtYc it Ye it*tic* �•ir**Yt Yc#**�Yc Yc Y.•*Yr i; *Yc is it Y: **Yc Yc is is Yc*�*Yc�*i: Yt*ic �•Yc**ir* � Yr
FLOW PROCESS FROM NODE 32.10 TO NODE 32.40 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) = 750.00
UPSTREAM ELEVATION(FEET) = 1072.00
DOWNSTREAM ELEVATION(FEET) = 1066.75
ELEVATION DIFFERENCE(FEET) = 5.25
TC(MIN.) = .304*[( 750.00** 3.00)/( 5.25)]** .20 = 11.585
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.595
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) = 6.56
TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 6.56
Yr it B•*Yc ir'.e iY is*ir is*i: it Yc is it is*Y:*Yr it*Yri: Yr is Y: Yc is*Ye Yr*i:ic**ic is i;•Ye*Y:ic*Y: is is*ir Yc Yc is it**Ye Ytic Yr ir�ic it *YF Yr is Yc i.•**Yr
Page 6
FLOW PROCESS FROM NODE 32.40 TO NODE 32.50 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 13.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.6
UPSTREAM NODE ELEVATION(FEET) = 1055.75
DOWNSTREAM NODE ELEVATION(FEET) = 1054.25
FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.56
TRAVEL TIME(MIN.) = 1.08 TC(MIN.) = 12.66
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FLOW PROCESS FROM NODE 32.50 TO NODE 32.50 IS CODE = 8
--------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
------
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.408 ----------------
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) = 2.07 SUBAREA RUNOFF(CFS) = 6.21
EFFECTIVE AREA(ACRES) = 4.14 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 12.42
TC(MIN) = 12.66
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FLOW PROCESS FROM NODE 32.50 TO NODE 32.60 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 VELOCITY(FEET/SEC.) = 5.7
UPSTREAM NODE ELEVATION(FEET) = 1054.25
DOWNSTREAM NODE ELEVATION(FEET) = 1053.00
FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.42
TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 13.34
is ie �s is it it fr it is is*isY:r:c�sY �•SY��ir it i;i:ic'r it ic:t it is it it is it is it 4c is 4c it i;ic�'.r is �Y*iri;�i: is ic�ir�Yt it is :c it ic'.t it k�r it it �:�i; it it s:
FLOW PROCESS FROM NODE 32.60 TO NODE 32.60 IS CODE = 8
-------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
--------
00 YEAR RAINFALL INTENSITY(INCH/HR) = 3.304 --------------
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) = 1.59 SUBAREA RUNOFF(CFS) 4.62
EFFECTIVE AREA(ACRES) = 5.73 AREA -AVERAGED Fm(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) = 16.65
TC(MIN) = 13.34
Page 7
k irk is it it iFk is k irk kick kirkkkirkkkkkkirkkkkkY'o irkkkkiskkkkkirkkkkkkkkkkkkkkirfckkkiek kkitkkkkick
FLOW PROCESS FROM NODE 32.60 TO NODE 32.70 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 18.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.8
UPSTREAM NODE ELEVATION(FEET) = 1053.00
DOWNSTREAM NODE ELEVATION(FEET) = 1052.30
FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 16.65
TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 13.77
k it irkkkki: kkkkkkkkkkkkkick ickkkirkkkkkkkitkkick fekkkkkkirkkkkkkkkkkkkfe iekkkkiek irkkkiskkk
FLOW PROCESS FROM NODE 32.70 TO NODE 32.70 IS CODE = 8
------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.241 ---------------
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) = 2.82 SUBAREA RUNOFF(CFS) = 8.04
EFFECTIVE AREA(ACRES) = 8.55 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 8.55 PEAK FLOW RATE(CFS) = 24.36
TC(MIN) = 13.77
..�•kkkkirkkkkkkkkkkkk�kkkkkkkkkkkirkkkirkkstirkksYskititic'+Y�tiriciriricisiriri:&i;��i:irici;ici:ic:kiririr� ir°k
FLOW PROCESS FROM NODE 32.70 TO NODE 32.00 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 21.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5
UPSTREAM NODE ELEVATION(FEET) = 1052.30
DOWNSTREAM NODE ELEVATION(FEET) = 1052.00
FLOW LENGTH(FEET) = 60.00 MANNING''S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 24.36
TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 13.92
kkitkkkkkkkkki:itkkkk�•kk;;kkkkkkkkkkkitkkkirkkkkkkkkkkkkki:kkkkkkkkki:kkkkkkkickkki:� �-
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 13.92
RAINFALL INTENSITY(INCH/HR) = 3.22
AREA -AVERAGED Fm(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 8.55
TOTAL STREAM AREA(ACRES) = 8.55
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.36
Page 8
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 91.46
20.42
2.558
.75 .10
.08
40.83
2 86.70
13.92
3.219
.75 .10
.08
30.55
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) =
91.46
Tc(MIN.) = 20.425
EFFECTIVE AREA(ACRES)
= 40.83
AREA -AVERAGED
Fm(INCH/HR) _
.08
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED
Ap = .10
TOTAL AREA(ACRES) =
40.83
--------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
= 40.83
TC(MIN.) =
20.42
EFFECTIVE AREA(ACRES)
= 40.83
AREA -AVERAGED
Fm(INCH/HR)=
.08
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED
Ap = .10
PEAK FLOW RATE(CFS)
= 91.46
** PEAK FLOW RATE TABLE **
Q Tc
Intensit
Fp Ap
Fm
Ae
(CFS) (MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 86.70 13.92
3.219
.75 .10
.08
30.55
2 91.46 20.42
2.558
.75 .10
.08
40.83
END OF RATIONAL METHOD
ANALYSIS
Page 9
Technical Appendix E
25-Year Rational Method Analysis
Derived
from
Preliminary Hydrology & Hydraulic Calculations
for
Sierra Business Park
Huitt-Zollars, Inc — November 1, 2003
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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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
---------------------------------------------------------
FILE NAME: 202QO25A.DAT
TIME/DATE OF STUDY: 13: 6 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
*�•it it it*i:it::�•i;::-k ie it is it it it ie is*ir ic�-k it i:i:i: it is it is it it is i:i:�•ir it it***it is is is is ie is i; is is is**its: �•�•it it it *ic it *ie is it is itk
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 15
----------------------------------------------------------------------------
»»>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK
# 1 DEFINED
AS FOLLOWS:
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 77.38
12.95
.392
.30
.119
33.27
2 82.27
19.92
.381
.32
.124
46.48
3 80.88
21.47
.378
.33
.125
48.01
TOTAL AREA =
48.01
'.c'r-.e;;'r�•iti:*i;*i:*i:*i: ic�i:ici:ic:F it ir:;*Y;�•::ir*it�•iri: *ir is �•i:�*kkir is is is*�-tic is s'F it is is it �•ir it is sY it&ic kir it fir is it it it
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 AS FOLLOWS:
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
AP
FM(INCH/HR)
Ae(ACRES)
1 77.38
12.95
.392
.30
.119
33.27
2 82.27
19.92
.381
.32
.124
46.48
3 80.88
21.47
.378
.33
.125
48.01
TOTAL AREA =
48.01
*i:*:;iti:i;iri:i:4ri:*:i:***��:1•ic it*�•*it ic�i: is is is ir�i:.i; ie it*:.•i: ie it it is is :.•i: :t ick**„ wit �•st �i: �•i: is is is is is *it is it FLOW PROCESS PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 12
Page 1
------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
it is it it it it it it it it it it it it s4 it it it it it is it it is ie is it it it it it is it it ic'k*it it it it it i<it it is it is ie it it it it is it it it it it it ie it it it it it is ie it it is ie it it it is
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.066
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) = 12.65
EFFECTIVE AREA(ACRES) = 53.54 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) = 93.88
TC(MIN) = 19.92
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FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 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 36.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.6
UPSTREAM NODE ELEVATION(FEET) = 1079.00
DOWNSTREAM NODE ELEVATION(FEET) = 1072.02
FLOW LENGTH(FEET) = 1620.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 93.88
TRAVEL TIME(MIN.) = 3.15 TC(MIN.) = 23.07
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FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.892
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) = 2.49 SUBAREA RUNOFF(CFS) = 4.07
EFFECTIVE AREA(ACRES) = 56.03 AREA -AVERAGED FM(INCH/HR) _ .12
AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED Ap = .29
TOTAL AREA(ACRES) = 57.56 PEAK FLOW RATE(CFS) = 93.88
TC(MIN) = 23.07
i;iti: it ie�i;i:i:.,r.,i:R•:ir�,.•ir it it it i.•i:�i:„sir it sir is �i: sir i;ti;i; sir �i;4:�•i:�i:i;�•i: ir�i:i:::i:�&:: ir�ie it it �•it i; *i: it ir�i: �"ir
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 23.07
RAINFALL INTENSITY(INCH/HR) = 1.89
AREA -AVERAGED Fm(INCH/HR) _ .12
Page 2
AREA -AVERAGED Fp(INCH/HR) _ .40
AREA -AVERAGED Ap = .29
EFFECTIVE STREAM AREA(ACRES) = 56.03
TOTAL STREAM AREA(ACRES) = 57.56
PEAK FLOW RATE(CFS) AT CONFLUENCE = 93.88
it ir*ir*it it ie it it is iric it ie is it ir&ic is it it ie iris it i; it it sY it is it it k ie is iris it it it sY is do it is is it it ie*ir it is it it it it is is ie it it is it it ie it ie*ie it is it
FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 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) = 435.00
UPSTREAM ELEVATION(FEET) = 1088.50
DOWNSTREAM ELEVATION(FEET) = 1087.50
ELEVATION DIFFERENCE(FEET) = 1.00
TC(MIN.) = .304*[( 435.00** 3.00)/( 1.00)]** .20 = 11.640
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.851
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) = 4.52
TOTAL AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) = 4.52
*ic sY 9:ir*irR•ic is it is i�it it iF it**ie �k ic��Y is it is it it is is it it it it iris it it it it it it it sY*ie it ie is it it ie it is it �c is it it*ic it it sY �t it it ie it ie is sY it it it
FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 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 10.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.3
UPSTREAM NODE ELEVATION(FEET) = 1081.50
DOWNSTREAM NODE ELEVATION(FEET) = 1080.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.52
TRAVEL TIME(MIN.) _ .77 TC(MIN.) = 12.41
**i;'.r is it**ir is is*ic it*ir it*ie ki; it it*eY*ic*'.: it is ie is it ie ie it it is it it it*ic is it it it is i; it is it*it it ie is is is is it *ir it �k it is it ie ie**iris
FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.744
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) = 1.79 SUBAREA RUNOFF(CFS) = 4.30
EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 8.65
TC(MIN) = 12.41
iti;ici;i: it it is it it it it is it ir°k it it iris it it s4 it i:i:'.t*ic s4 it i; it is it*ie it*sY*i�sY it is sY**i; it it it*-k it �•ir �k it it it�ir is*-k it is*ie ie it i.•it it SY
FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 3
----------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
Page 3
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
---
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES ------------
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.0
UPSTREAM NODE ELEVATION(FEET) = 1080.50
DOWNSTREAM NODE ELEVATION(FEET) = 1079.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.65
TRAVEL TIME(MIN.) _ .66 TC(MIN.) = 13.07
it is it is is icir is is is is ie it ic:c it is is is if it it it is is it it it it is it&ir is ie is is it ie it it is it is it it Yc it it is it it is is ie it is it is is it is it s4 ie it is is is it is it is if is i�
FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 8
-----------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
5 YEAR RAINFALL INTENSITY (INCH/HR) = 2.659 ----------------
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 AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 4.14
EFFECTIVE AREA(ACRES) = 5.38 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) = 12.51
TC(MIN) = 13.07
i; it it X i.• is it is i; if ira if ie is it :Y :; it it is is it i; is it it is � °k is ie is it °k it it it is is is i; is it it ie it is it it �k it it it is is is it � is is is � is is it ir:ic it is �• it is is is it
FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 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 16.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5
UPSTREAM NODE ELEVATION(FEET) = 1079.50
DOWNSTREAM NODE ELEVATION(FEET) = 1078.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.51
TRAVEL TIME(MIN.) _ .60 TC(MIN.) = 13.68
it it � :t it i; it ie is it it is :t a ici: « � it it it it is ie is & if it i� ie it � i; is is ie if it ie ie is is it �• it i; it it it is � is sY is is it is �• it sk it it s: �• ie is it is itk is icit iric is
FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 8
--------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.588 ---------------
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) = 1.78 SUBAREA RUNOFF(CFS) = 4.03
EFFECTIVE AREA(ACRES) = 7.16 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) 7.16 PEAK FLOW RATE(CFS) = 16.20
TC(MIN) = 13.68
�i:�'it �iC is it it if is it if is if i.•�-it it i; if is �'•i;•i;iri:kir:t iennkn kif �i:ici;,if�R•i;k'F i.•i: i:.if ic�ir it it kir is i; i:�n �'�i; i; nif is it it i;n :: i; �'
FLOW PROCESS FROM NODE 2.50 TO NODE 2.60 IS CODE = 3
---------------------------------------------------------------------------
Page 4
»»>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.) = 5.9
UPSTREAM NODE ELEVATION(FEET) = 1078.50
DOWNSTREAM NODE ELEVATION(FEET) = 1077.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 16.20
TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 14.24
ir:cYric4tYricirics4ir4eir4f:rsYir4rlr�4�ricis4rici:9eic�:r:Yir4eic4r4r�rirfr4r�cie9r:fsYYeic4tic4e4e��irYciefririric4cic�C�4t�'r'xie4r�sYiciricie,fr
FLOW PROCESS FROM NODE 2.60 TO NODE 2.60 IS CODE = 8
------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.526 -----------------
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) = 1.78 SUBAREA RUNOFF(CFS) = 3.93
EFFECTIVE AREA(ACRES) = 8.94 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 8.94 PEAK FLOW RATE(CFS) = 19.72
TC(MIN) = 14.24
�4r 4e is is ie 4r is is&�:: it Yc ie �;i:ic:r is �; tic 4: it it 4:�ir ic��&pie is if k Yc it dc4c k4c 4c 4c 4r:r fir it fr*Yt it�ir st it is °k it �t &ic�ic ic�Y sir it �Y iex it
FLOW PROCESS FROM NODE 2.60 TO NODE 2.70 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 20.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1
UPSTREAM NODE ELEVATION(FEET) = 1077.50
DOWNSTREAM NODE ELEVATION(FEET) = 1076.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.72
TRAVEL TIME{MIN.) _ .55 TC(MIN.) = 14.79
'.:4ei: fir �:'.::t���k sY it it ir�ir�'.ti: is it it&:r it icx :r it �Ye :c :r :c��•�ir �.�:f „ir s: �dc it ic�ic ir:r itkk�sY it :r�ic is ir�ir iric ie :r sY :e is is is
FLOW PROCESS FROM NODE 2.70 TO NODE 2.70 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.470
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) = 1.78 SUBAREA RUNOFF(CFS) = 3.84
EFFECTIVE AREA(ACRES) = 10.72 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) 10.72 PEAK FLOW RATE(CFS) = 23.10
TC(MIN) = 14.79
FLOW PROCESS FROM NODE 2.70 TO NODE 2.80 I5 CODE = 3
Page 5
-----------.-----------------------------------------------------------------
>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4
UPSTREAM NODE ELEVATION(FEET) = 1076.50
DOWNSTREAM NODE ELEVATION(FEET) = 1075.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 23.10
TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 15.31
FLOW PROCESS FROM NODE 2.80 TO NODE 2.80 IS CODE = 8
---------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.419
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) = 1.78 SUBAREA RUNOFF(CFS) = 3.76
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 26.37
TC(MIN) = 15.31
� it ««««««««««««ie.« «« «««««««««««�• ««�- «««ir « ««««««««««it ««'..• is �• «««« ««« ;c.««««««««« �• ir:: «i:
FLOW PROCESS FROM NODE 2.80 TO NODE 2.90 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 23.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5
UPSTREAM NODE ELEVATION(FEET) = 1075.50
DOWNSTREAM NODE ELEVATION(FEET) = 1074.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 26.37
TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 15.82
««. «««• ««««i: «««««ir it ««. ««« ««• «««ir ««««««««««ir ««ir «««« �• «««« �• «««««« « «ir «ir «««««««««• �- is «
FLOW PROCESS FROM NODE 2.90 TO NODE 2.90 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.372
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) = 1.78 SUBAREA RUNOFF(CFS) = 3.68
EFFECTIVE AREA(ACRES) = 14.28 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 14.28 PEAK FLOW RATE(CFS) = 29.52
TC(MIN) = 15.82
Page 6
FLOW PROCESS FROM NODE 2.90 TO NODE 2.10 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 22.5 INCHES - -
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8
UPSTREAM NODE ELEVATION(FEET) = 1074.50
DOWNSTREAM NODE ELEVATION(FEET) = 1073.75
FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 29.52
TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 16.18
is is is it is is it is it :: is ie is is is it it is is is it is it ;r is it ie it it it it ie it is is is is is is it it is it it ie it is &'k is sY it is 9: it Y is is it is icir is k is is is it it is sY is it is it it
FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 IS CODE = 8
-------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.340
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) = 1.17 SUBAREA RUNOFF(CFS) = 2.38
EFFECTIVE AREA(ACRES) = 15.45 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 15.45 PEAK FLOW RATE(CFS) = 31.49
TC(MIN) = 16.18
..&ir&ic ici: it i; is&iri: ic���•�ir it i;i;isi:iti; sir is �ic�*ic kir is ic��ic it it �,:�sY�ic it i; it is it �k it i; it it is tic is it it is is is is it :t tic ic�:r is
FLOW PROCESS FROM NODE 2.10 TO NODE 2.11 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.) = 6.9
UPSTREAM NODE ELEVATION(FEET) = 1073.75
DOWNSTREAM NODE ELEVATION(FEET) = 1072.40
FLOW LENGTH(FEET) = 270.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 31.49
TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 16.83
i; is is it is it it is ie is is it it it it it it is ir. is it it it is ie is is it is is it is •k is ie is it is it it it ie it 4c it it it i; is ie is is is is it it is st is i; it it is �t it it it is is it is ie is is is it
FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 IS CODE = 8
---------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
---------
5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.285 ---------------
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 AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 2.49
EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 33.22
TC(MIN) = 16.83
Page 7
Yr Yr YFYr is it Yr Yr Yc Yr it Yc Ye Yr Yr Yt Ya * Yc is Yr * Yr fr Ye * Yr Yc Yc tY * Yt Yr Yc Ye Yr Ye Yc >Y Yt Yr Yr Yr Yr Yr Yc Yr Ye Yr Ye * Ye Yt YrYc Yr Yr Yr Ye Yr Yr Yr Yc Yr Yr Yc Ye Yr Ytir Yc Yc Yr Y Yc Yr
--FLOW-PROCESS-FROM NODE 2.11 TO NODE 2.00 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 24.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION(FEET) = 1072.40
DOWNSTREAM NODE ELEVATION(FEET) = 1072.02
FLOW LENGTH(FEET) = 76.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.22
TRAVEL TIME(MIN.) _ .18 TC(MIN.) = 17.02
Yc Yr Yc Yr Yr Yr Yc Yr Yr Yr Yt Yr Yr YYr Yt it Yt Yr Ye Yr Ye Yrir Yr Yr Yc Yc Yr is Yr Yr Yr Yr Yr YrYt Yr Yr Yt * it Ys Yr Yt Yr Yc Yr Yt Yc Yt Yc Yr Yr it Yc Yr tYYc Yc Yc Ye Yr Yc Yc is Yr Yr Yc Yc it Yr Yc Ye Yr Ye
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 17.02
RAINFALL INTENSITY(INCH/HR) = 2.27
AREA -AVERAGED F►►1(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 16.70
TOTAL STREAM AREA(ACRES) = 16.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.22
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
*Y7 PEAK FLOW RATE TABLE **
Q TC Intensit
(CFS) (MIN.) (INCH/HR�
Fp
(INCH/HR)
Ap
FM
(INCH/HR)
Ae
(ACRES)
1 125.54 16.11 2.346
2 121.36 23.07 1.892
.46
.22
.10
58.62
3 118.37 24.62 1.819
.44
.43
.24
.25
.11
72.73
74.26
4 126.34 17.02 2.270
.46
.22
.11
.10
61.25
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) = 126.34
TC(MIN.) =
17.017
EFFECTIVE AREA(ACRES) = 61.25
AREA -AVERAGED
FM(INCH/HR) _
AREA -AVERAGED Fp(INCH/HR) _ .46
AREA -AVERAGED
Ap =
.10
TOTAL AREA(ACRES) = 74.26
.22
Yc Yr Yc * Yc * * Yr Yc Yr * * Yr Yc Yc Yr Yr Yr Yt Yr Yr Yc Yc Yc it Yt Yr Yc YcYr it Yc Yr Yt *Yc Yr Yr Yc Yc * Yt Yr Yr Yr Yc Yc Yc Yr Yt Yr * * Yr Yt Yr Yc Yc it * * it Yr Yr * * * it Yc Yc * * *Yt Yr Yc
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 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 35.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.9
UPSTREAM NODE ELEVATION(FEET) = 1072.02
DOWNSTREAM NODE ELEVATION(FEET) = 1069.92
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 126.34
TRAVEL TIME(MIN.) _ .26 TC(MIN.) = 17.28
Page 8
4r is*4e'r it 9c sr k s4 it �r it is it is it is is �c Yr is is k it it ie is fr ie 4c ie 4r Yt is 4t 4r it 'i 4r ie. is Y st is it is �t ie it 4c 4r ie it is Yr is it ft ie �'c&ic 9r it ie is 4r 'lc is 4c 4c is 4e fe is
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8
---------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.250
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) = 1.25 SUBAREA RUNOFF(CFS) = 2.45
EFFECTIVE AREA(ACRES) 62.50 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22
TOTAL AREA(ACRES) = 75.51 PEAK FLOW RATE(CFS) = 126.34
TC(MIN) = 17.28
:rir;: 4c Vic'::r it 4: fe it k4r 4:*ic is :tlr �Y it&ic it sY is it �c �Y�ir it is f: is 4c*ir it it 4r it �k 4r is �c 4r ks4 it is Yc 4t it is 9i*sF ir-k iric is is f<ic is is it is �'e it is it �c it
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 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 35.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.6
UPSTREAM NODE ELEVATION(FEET) = 1069.92
DOWNSTREAM NODE ELEVATION(FEET) = 1069.17
FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 126.34
TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 17.35
.. .. :: k:r:'ci:ir�•4c�*'.:4c*::***icy**4t �'.:.*4:ir�*�•**�Y�:rit:t�•fc �..•*�•**ic{c:t4c***icy****fit 4r**k �--k*�'r Ye :r *."c is it
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 17.35
RAINFALL INTENSITY(INCH/HR) = 2.24
AREA -AVERAGED Fm(INCH/HR) = .10
AREA -AVERAGED Fp(INCH/HR) = .46
AREA -AVERAGED Ap = .22
EFFECTIVE STREAM AREA(ACRES) = 62.50
TOTAL STREAM AREA(ACRES) = 75.51
PEAK FLOW RATE(CFS) AT CONFLUENCE = 126.34
irz:Jc*ic**ie;:***'cY*ic**4c dr it fe*ic'c:::r;c is dr*Y'.r 9c is it*3r it*ic'c:cic*'r is is 4c Y it*ir*'k it i:ir**ic s4 it 3c is *ir is is it is 4r is k d: 't
FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 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) = 511.00
UPSTREAM ELEVATION(FEET) = 1085.00
DOWNSTREAM ELEVATION(FEET) = 1084.25
ELEVATION DIFFERENCE(FEET) = .75
TC(MIN.) = .304*[( 511.00** 3.00)/( .75)]** .20 = 13.580
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.599
Page 9
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) = 6.38
TOTAL AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) = 6.38
>; is i; k is it it is it is is is kir is it it ie is it is sY is it is it it * it it sY is it it is is � it k is it it it it it it iciCir it is it it it it is it is is i� is it it it is ie ie �Y iv it it ie it is is it
FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 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 13.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.6
UPSTREAM NODE ELEVATION(FEET) = 1078.25
DOWNSTREAM NODE ELEVATION(FEET) = 1077.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.38
TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 14.30
& & is :h & i; is it is it ie it it it is it it is is is it is it is ie is �" ie is i; it is it ie ie ie is i; it is it is is irit is ie it icic � it is i; it it it it is it is is it is is it ie it is is is i; � i; ie it
FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 8
-------------------------------------------- ------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.520
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) = 2.81 SUBAREA RUNOFF(CFS) = 6.18
EFFECTIVE AREA(ACRES) = 5.62 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.62 PEAK FLOW RATE(CFS) = 12.37
TC(MIN) = 14.30
is it it � is it is is is i; � it it �k irk «• is � is it it it is itic it it it is i< is is is fc it it is is ie it it is i; '� it is is is i; � it it i; i< i< i; is is it it it i; it it it it it it it is it is :Y i; i<
FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 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 16.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5
UPSTREAM NODE ELEVATION(FEET) = 1077.25
DOWNSTREAM NODE ELEVATION(FEET) = 1076.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.37
TRAVEL TIME(MIN.) _ .61 TC(MIN.) = 14.91
�• k is is is is is it it is � it it �• is is it it it i;'.c is �k is is sY is � is it is it is is it it it is is is it it it is is it is is ie it it & sY is it is is k it � it is it i; is is it is it it is is is # it is
FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.458
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
Page 10
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 6.03
EFFECTIVE AREA(ACRES) = 8.43 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) = 18.08
TC(MIN) = 14.91
s44rsY4ric�'riricirir�Yse4cicireYieiriririric4e4r4c4cie4cie�Y�rir4ritirir9ricitYrte4r4rie4e4riririririrsY4r�Yirfcir4r�Yi:iruiriedr4efeir�eieYc�r4c4r4ric
FLOW PROCESS FROM NODE 4.40 TO NODE 4.50 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 19.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.0
UPSTREAM NODE ELEVATION(FEET) = 1076.25
DOWNSTREAM NODE ELEVATION(FEET) = 1075.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 18.08
TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 15.46
4r Yr it 4r :t �: it 4r'.r 4c sY it it it is is �Y � is it grit dr * is it it ie 4r it it it is is it le it it 4r dt it �Y ie it it it �Y it ft �'e �c it is eY 4r it is it � de * it it it it it 4r it it it dr 4e ie it �r it
FLOW PROCESS FROM NODE 4.50 TO NODE 4.50 IS CODE = 8
-------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.405
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) = 2.81 SUBAREA RUNOFF(CFS) = 5.89
EFFECTIVE AREA(ACRES) = 11.24 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 11.24 PEAK FLOW RATE(CFS) = 23.57
TC(MIN) = 15.46
'.e:: ie ir��ir 4r 4r'.r sir 4e it s: is 4r�ir it it it ie 4t 4r it it 4c is �Y it it is fr it it 4r it is ie ir��ie�4t 4r it s'e ie �'r�ir ie it it it fr:e it it is 4r ie 4e ie ie �•&4e fr it �:4c it :e
FLOW PROCESS FROM NODE 4.50 TO NODE 4.60 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.) = 6.4
UPSTREAM NODE ELEVATION(FEET) = 1075.25
DOWNSTREAM NODE ELEVATION(FEET) = 1074.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 23.57
TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 15.98
i::e h it is is :: is :c x" it is � 4r k 4r it is � ie is it is :r sY :::c it Yc k 4e is it �Y oY4e� it it it is is it dr4r. k it it �Y it it � is ie ie ie it � it :c !r is � ie 4e ie �e it is 4c is it dr it sY
FLOW PROCESS FROM NODE 4.60 TO NODE 4.60 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.358
SOIL CLASSIFICATION IS "B"
Page 11
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) = 2.81 SUBAREA RUNOFF(CFS) = 5.77
EFFECTIVE AREA(ACRES) = 14.05 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 14.05 PEAK FLOW RATE(CFS) = 28.86
TC(MIN) = 15.98
Yt Yt Ye Y< k Yr Yc Yc Yc Yt it Yr Yr Yt x Yr Y<it fc it sY Yc Y<ir 4c sk it Yc Yc Yc & Y: is Yc s4 Y: Yt Yc Y: it is Yr Yr it Yr Yc Yc Yr it Yr Yr is Yc ie Y: Yr it Yr :: Ye Yr YrYr is Ye Yc is Y: Yc Ye Ye sY Yc is Yc Yr
FLOW PROCESS FROM NODE 4.60 TO NODE 4.70 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 22.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8
UPSTREAM NODE ELEVATION(FEET) = 1074.25
DOWNSTREAM NODE ELEVATION(FEET) = 1073.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 28.86
TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 16.47
Y: is � :R � Yr sk sY Yc sY >; it sY Y: Yc � sY Yrir.Yr � Yr Yt � it Yr Yr sF Yc sY Yr Yr Yc it Yt it Yt Yr is sYYc is �Yc Yc sY � is sY Y: it sY sY sY Yt Yc sY Yr sY Yr it Ys Yt Yc sk sY Y: Yc it Yr it sY Yc * Yc k
FLOW PROCESS FROM NODE 4.70 TO NODE 4.70 IS CODE = 8
-------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.315
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) = 2.81 SUBAREA RUNOFF(CFS) = 5.67
EFFECTIVE AREA(ACRES) = 16.86 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 16.86 PEAK FLOW RATE(CFS) = 34.00
TC(MIN) = 16.47
FLOW PROCESS FROM NODE 4.70 TO NODE 4.80 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 25.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION(FEET) = 1073.25
DOWNSTREAM NODE ELEVATION(FEET) = 1072.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 34.00
TRAVEL TIME(MIN.) .48 TC(MIN.) = 16.95
Yt Yc sY sYYc sY R-Yr Yr it irk&.:r Yr ;; �Ye sY Y:sY sY Y: sk Yr �k'.r Ye sY �Yr is Yr Yr Yr�I; Yc Yr st Yr:c:c �sY it it sY is Yr Ye�'.e��it Yr it �sY Yr ie Yr it is Yt��Yrir�Ye Y: i:'.e Y:
FLOW PROCESS FROM NODE 4.80 TO NODE 4.80 IS CODE = 8
------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY (INCH/H R) = 2.276
Page 12
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) = 2.81 SUBAREA RUNOFF(CFS) = 5.57
EFFECTIVE AREA(ACRES) = 19.67 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 19.67 PEAK FLOW RATE(CFS) = 38.96
TC(MIN) = 16.95
FLOW PROCESS FROM NODE 4.80 TO NODE 4.90 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 25.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3
UPSTREAM NODE ELEVATION(FEET) = 1072.25
DOWNSTREAM NODE ELEVATION(FEET) = 1071.25
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 38.96
TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 17.40
k it it is it ic�ir it:.•ir is is ic�ir it sY is*wit it is icit is is it it ic�ir ir�ir it is ic�ir ir�irK it ie it it sY �•:c ie is k it is it&ic is it it Xie&ir k ie it it it ir�ir is
FLOW PROCESS FROM NODE 4.90 TO NODE 4.90 IS CODE = 8
-------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.240
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) = 2.81 SUBAREA RUNOFF(CFS) 5.48
EFFECTIVE AREA(ACRES) = 22.48 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) 22.48 PEAK FLOW RATE(CFS) = 43.80
TC(MIN) = 17.40
it i.• it it is it �'l: it it is it is is is it it it it it it it it it it is it it it'k is is it it it ir'k it it is it it it it it it it it it is ie it it i:'k it is it it it it it it ie ir'k is it is is it it it is it is
FLOW PROCESS FROM NODE 4.90 TO NODE 4.10 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 28.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4
UPSTREAM NODE ELEVATION(FEET) = 1071.25
DOWNSTREAM NODE ELEVATION(FEET) = 1070.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 43.80
TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 17.74
is �•ir�ir„ic is R•� �•:;i: Yr�i.•&�•ir ir':9r ic�ir is is is �•ir is � sic it :: ie ie�ir it is �•ic ire is it ie�ir s; ie it 4c is it tic is is :c is is it is is sY it ic��ic is is is
FLOW PROCESS FROM NODE 4.10 TO NODE 4.10 IS CODE = 8
-----------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
Page 13
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.214
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) = 2.02 SUBAREA RUNOFF(CFS) = 3.89
EFFECTIVE AREA(ACRES) = 24.50 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) = 47.17
TC(MIN) = 17.74
FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 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 28.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8
UPSTREAM NODE ELEVATION(FEET) = 1070.50
DOWNSTREAM NODE ELEVATION(FEET) = 1069.17
FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 47.17
TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 18.25
..:: ?r ?c *?r ?:.?e ?c ?r?r?c ?c ?r?t?e ?c?r?r ir?r � R• ?r?c � ?e ?r i; ?: � � ?: ?t & ?c ?r ?r?r ?r ?c � �• ?e ie?c ?r?: ?: ?r ?r ?r?e?r � ?r?r it ?.• * �• ?r �• � ?r?r ?k ?t ?c ?r ?c � * k it it
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 18.25
RAINFALL INTENSITY(INCH/HR) = 2.18
AREA -AVERAGED Fm(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 24.50
TOTAL STREAM AREA(ACRES) = 24.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.17
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q Tc
Intens.
FP
Ap
FM
Ae
(CFS) (MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 170.87 16.44
2.318
.51
.18
.09
81.94
2 172.61 17.35
2.244
.51
.18
.09
85.78
3 161.77 23.40
1.875
.48
.21
.10
98.48
4 157.17 24.96
1.804
.47
.21
.10
100.01
5 172.77 18.25
2.177
.50
.19
.09
88.71
COMPUTED CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
172.77
TC(MIN.) =
18.253
EFFECTIVE AREA(ACRES)
= 88.71
AREA -AVERAGED
Fm(INCH/HR) _
.09
AREA -AVERAGED Fp(INCH/HR)
_ .50
AREA -AVERAGED
Ap = .19
TOTAL AREA(ACRES) =
100.01
?c*?: �•�'?:?e*?r ?:**?r ?r ?r ?r ?r?c*?r?r*�*?r ?r ?tie?:?t?r?r�'x?t?:?r?ri.'?r?r?rk?r:Y**?r?r*?r*?cic?r?c?r ?c ?c *?: ?r*?t sF ?r k?r**?:�*?r?:?e
Page 14
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 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 43.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.6
UPSTREAM NODE ELEVATION(FEET) = 1069.17
DOWNSTREAM NODE ELEVATION(FEET) = 1065.00
FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 172.77
TRAVEL TIME(MIN.) = .65 TC(MIN.) = 18.91
&ir it ie it is it it is it it it is kie is it it it is �k is ie is ie ie it is ie it is it it it it ie it it ie it ic�ir it is it it is is is it it is it it ie is it it it is it is sY it is ie it is it&ic it it is is
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.131 -----------
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) = 4.18 SUBAREA RUNOFF(CFS) = 7.74
EFFECTIVE AREA(ACRES) = 92.89 AREA -AVERAGED Fm(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18
TOTAL AREA(ACRES) = 104.19 PEAK FLOW RATE(CFS) = 172.77
TC(MIN) = 18.91
i; i;��ir it i; i:x it is&ic ir�lr ir�� �.ie ic�sY it it sc it i:�ir�it tS'ic:: it sY it is it icy*&tic i; it ic�ir it is is it ie is it i; it jr�ir'k it �k it it i; it it °k R•ir is
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 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 40.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.3
UPSTREAM NODE ELEVATION(FEET) = 1065.00
DOWNSTREAM NODE ELEVATION(FEET) = 1064.07
FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 172.77
TRAVEL TIME(MIN.) = .09 TC(MIN.) = 19.00
it it � it is �• is it ie is �'« is it �• ie is it i; i< is ie is it it it it it ie is it it ie it it it it � it it %� it it it � it it is ie is it i• it it X is it �• it it it it ie is it i; i< i; i< it it it is � i; i< i<
FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
5 YEAR RAINFALL INTENSITY (INCH/HR) = 2.125
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) = .58 SUBAREA RUNOFF(CFS) = 1.07
EFFECTIVE AREA(ACRES) = 93.47 AREA -AVERAGED Fm(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18
TOTAL AREA(ACRES) = 104.77 PEAK FLOW RATE(CFS) = 172.77
TC(MIN) = 19.00
Page 15
is it is *ir it is it is ieYr it it it ie. is sY it is is is it it it it is it it it is �Y it it it it it is is it it it it it it is is it is ie it is is is * is is it it it is it it ie is ir'k is it it is ie is it it it it
--FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 19.00
RAINFALL INTENSITY(INCH/HR) = 2.12
AREA -AVERAGED Fm(INCH/HR) = .09
AREA -AVERAGED Fp(INCH/HR) = .51
AREA -AVERAGED Ap = .18
EFFECTIVE STREAM AREA(ACRES) = 93.47
TOTAL STREAM AREA(ACRES) = 104.77
PEAK FLOW RATE(CFS) AT CONFLUENCE = 172.77
iekiciriririricie*irici.iriririririciririr**icieieirieiciricicieicicie*ieicitiririricicic*ir�eiriciricsYieiririr*icirieiciriririeicirieiririeicir
FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 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) = 445.00
UPSTREAM ELEVATION(FEET) = 1080.00
DOWNSTREAM ELEVATION(FEET) = 1079.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC(MIN.) = .304*[( 445.00** 3.00)/( 1.00)]** .20 = 11.800
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.828
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) = 5.76
TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) 5.70
*.:rir**it'&it***ic*ir�'e it it**ir it is it it it*sY is is ic-k is ic-k it it it it is ie it*icy'*�•***ic*�•ir it it it is is it*+Y fr it*ic it sY is it ie it is its*.*
FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 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 12.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.5
UPSTREAM NODE ELEVATION(FEET) = 1073.00
DOWNSTREAM NODE ELEVATION(FEET) = 1072.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.70
TRAVEL TIME(MIN.) _ .73 TC(MIN.) = 12.53
it ic**i: �•;Y it ir�•it ic•kir°k is it it**ir*ie it i:*it it ie it it is is*ir is it it it it*Yr*ic�•ir is it it it*ic**sY**ie*ir*ir*ir {r it is**ir ie 'c ie it it is
FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 8
-----------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.727
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) = 5.49
Page 16
EFFECTIVE AREA(ACRES) = 4.60 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 10.98
TC(MIN) = 12.53
ie :: � it is it is � it ie iric is it it ie :c it i< i<ir is it � it ie ie is is it it k ilic ie it it ie �Y it is ie it it it it itit is ie it is is ie it i.• it ie is is it is is it ie it is it ie is it it is it is it
FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 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 14.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.4
UPSTREAM NODE ELEVATION(FEET) = 1072.00
DOWNSTREAM NODE ELEVATION(FEET) = 1071.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.98
TRAVEL TIME(MIN.) _ .62 TC(MIN.) = 13.15
is is it is �cit it �k is is is it ie it k is is is is ie is is it sY it it'h is it is it it is is is is ie is it it it it it it it is is it ie � is � it is is $c it it it i; ie is ie is is is it it it it it it it it is is
FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.649 ------------
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) = 5.33
EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 15.99
TC(MIN) = 13.15
i:i;i: it sY it is is i:i; it is it it it i:�i<ic is it is it i; is is ie it is is it it it �4 it is it it it is i�ic is it is i; ft is is is ie is s4 is is it is is �k i; it is icy&ic is it is it it it it it it i;
FLOW PROCESS FROM NODE 6.40 TO NODE 6.50 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 17.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9
UPSTREAM NODE ELEVATION(FEET) = 1071.00
DOWNSTREAM NODE ELEVATION(FEET) = 1070.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.99
TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 13.72
is i; � is i< it ie it is is is it is is is irit is is is is it is 4: it it it i:. it i; it � is is ie is it it it it is it is is � is it is it •k ie � i; it is is is �• �• k ie is is it � � i< � � it is �kir i; � is
FLOW PROCESS FROM NODE 6.50 TO NODE 6.50 IS CODE 8
---------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.583
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 17
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.19
EFFECTIVE AREA(ACRES) = 9.20 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 20.77
TC(MIN) = 13.72
9; Yc Yt Yc Yr Yc it Yc Yr Yr Y<Yr Yr Yt Yr Yr Y<Yr Yc Yr Yr Yc Yr Yc Yr Yr Yr Yc Ye Yr Yc Yc it Yr Yc Ye Yc Yt it Yc Yr Yc Yr Yr Yc Yr Yr Ye Yt Yr Yr Ye ie Yc 9c is Yr Yt Yr Ye Yc Ye Yr Yc Ye Yt Yr Yc YfYr Yr Y: Ye it Yr Yc
FLOW PROCESS FROM NODE 6.50 TO NODE 6.60 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 21.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1
UPSTREAM NODE ELEVATION(FEET) = 1070.00
DOWNSTREAM NODE ELEVATION(FEET) = 1069.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.77
TRAVEL TIME(MIN.) = .54 TC(MIN.) = 14.27
Yc �r Yr Yc Ye Yc Y: Yr � is Yc Y: Yr kYr'.c kYc Yr Yr Yr Yr Yc � Yc Yr Yr Yr Y; Yc Yr'.r Yr Y; Yr ie Yc is Yr Yr �Ye Ye Yr Y: Ye Ye Y: Ye Yr Y: Yc Yr Yc Y: Ye Ye Yr Y;Yc Yr Yc YrYr :r & Yr Yr Yc Yr Yc Ye Yt Yr Yr Yc
FLOW PROCESS FROM NODE 6.60 TO NODE 6.60 Is CODE = 8
---------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.524
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
M., SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.07
EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 25.34
TC(MIN) = 14.27
Yr�Yr Yr Yr YrYc.;YYe Ye Yc �Yr Yc Yc Yr Ye Yc Yt Y<Yr Ye Yr Y;�Yr-&k Yt Yc Y�Ye Yc is Yr it Yc Yr Y; Yr Yc&dr Yt Ye Yc Yr Yr Yr Yt:r Ye Yr Y; Yr Yc Yc#Yc Yc Yc Ye Yc Yr Ye Yc Yr Yc Yr Yr is Yr Yr Yr Y:Ye
FLOW PROCESS FROM NODE 6.60 TO NODE 6.70 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 22.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5
UPSTREAM NODE ELEVATION(FEET) = 1069.00
DOWNSTREAM NODE ELEVATION(FEET) = 1068.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 25.34
TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 14.78
Y: Y; ;: YrY; �Yc Y: YrYcYr Yr :: Yr YcY: Y; Y: YrYtYc � Ye � Yr Yc f. Yc � Y; Yc Yr Y: Yt &Yc k it :Y Yc � �• Yt.Yt i; � YcYr :rY; & � �• Yr Yr Yr i; Yc Y: Yr Yt Yc Yc Yr Yr i; Y< it Y; Y: Yr:Yr Yr Y: Yr Yr
FLOW PROCESS FROM NODE 6.70 TO NODE 6.70 IS CODE = 8
--------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.471
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
Page 18
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA EFFECTIVEAREA(ACRES)= 2.30 SUBAREA 133.80 AREA -AVERAGED
ECTIVE.07
AREA -AVERAGED TOTAL AREA(ACRES)INCH/H13.80 75 PEAK FLOW ARATE(CFS) = 1029.76
TC(MIN) = 14.78
it it is is is it sY icie is is it ie iri; it is it ie it it is it it ie ie is ie it it is ie is ie is it i� it ie it is is is ie is ie ie ie ie is it it is is Y ie ie is it ie is ie is ie is is ie is it it it it ie ie Yr it
FLOWPROCESSFROM NODE 6.70 TO NODE 6.80 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 22.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8
UPSTREAM NODE ELEV,ATION(FEET) = 1068.00
DOWNSTREAM NODE ELEVATION(FEET) = 1067.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 29.76
TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 15.26
is � ie � ie i; it is it it it it is it ie it it is is ie Yc is it is it it it is is it i; it is it it is it is is it ie it ii is it � it is it it ie it i; it it it is :: it it it is ic'.r :F is it is it is it ie it it ie it
FLOW PROCESS FROM NODE 6.80 TO NODE 6.80 IS CODE = 8
-- -
-----------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
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) = 2.30 SUBAREA RUNOFF(CFS) = 4.86
EFFECTIVE AREA(ACRES) = 16.10 AREA -AVERAGED Fm(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 16.10 PEAK FLOW RATE(CFS) = 34.03
TC(MIN) = 15.26
i; i; � & is it � it is i; it is is it & it is it it is i� �`' i; & it is k'.r � is is is it it is irir'.c it is it ie it -k is it it it it it is it it is is i; it i; is i; it it is it is it it it it it is it is is is
FLOW PROCESS FROM NODE 6.80 TO NODE 6.90 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 25.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION(FEET) = 1067.00
DOWNSTREAM NODE ELEVATION(FEET) = 1066.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 34.03
TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 15.74
t is ie ,k k � ie it is it is is k it k is is �' � it is it is i; is i< is i; i< i< i<icir is is is is is it it it sY it Yr is i; it is it is � � is ie is it it is it is it Y: is is is is � is is :Y it t is it is ie
FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE = 8
---
-------------------------------------- ----------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY (INCH/HR) = 2.379
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750
Page 19
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.77
EFFECTIVE AREA(ACRES) = 18.40 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 18.40 PEAK FLOW RATE(CFS) = 38.15
TC(MIN) = 15.74
h hh�thhit hh h'; it iehith hirhhhuir&hh hhhhhhhhhhic ichhhhhichhhhith ithhhhithithhirh ithhhhhit is is it is irhh
FLOW PROCESS FROM NODE 6.90 TO NODE 6.10 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 25.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3
UPSTREAM NODE ELEVATION(FEET) = 1066.00
DOWNSTREAM NODE ELEVATION(FEET) = 1065.25
FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 38.15
TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 16.09
hhh°k hhhhie is it hirh hhhiz �4 is ich irhhhirh �rh hhhhhhhhhhhic ie irhhh his ieh ithhichhhithhhhir irh hithhhhhhh h.
FLOW PROCESS FROM NODE 6.10 TO NODE 6.10 IS CODE = 8
--
---------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.348
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) = 1.51 SUBAREA RUNOFF(CFS) = 3.09
EFFECTIVE AREA(ACRES) = 19.91 AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 19.91 PEAK FLOW RATE(CFS) = 40.73
TC(MIN) = 16.09
h it it hi: h°kh hhhich hhhh:t irhhhirhhhhhh h�•ie irh it'.t hirh irkhhhichhhhhhic hie ichhh:c it h is hh hh'.r hi:hhhirhhh
FLOW PROCESS FROM NODE 6.10 TO NODE 6.11 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 27.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6
UPSTREAM NODE ELEVATION(FEET) = 1065.25
DOWNSTREAM NODE ELEVATION(FEET) = 1064.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 40.73
TRAVEL TIME(MIN.) = 50 TC(MIN.) = 16.59
hhhhhi: 'k z4hhh hhhhhhhhhhhhhhhhhhhhhithhhirhhhhhh irh pith hic it hichhhir it ithhhhhhhhhithhhhirhh
FLOW PROCESS FROM NODE 6.11 TO NODE 6.11 IS CODE = 8
--
-------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.305
SOIL CLASSIFICATION IS "B"
Page 20
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) = 2.17 SUBAREA RUNOFF(CFS) = 4.36
EFFECTIVE AREA(ACRES) = 22.08 AREA -AVERAGED FM(INCH/HR) _ .08
AREA-TOTALAVERAGED AREA(ACRES) NCH/H2� 08 EAK FLOW
.75 PREA-AVERARATE(CFS) = 1044.32
TC(MIN) = 16.59
it it is Yr ie ie it ie is it � is it is it is * ie ie it it it is is is ie is it is it & it is it it is ie it it it is it it it it it is it sY it is it it it ie iF it it it is is it ie ie is is is it it it ie ie it it ie it
FLOW PROCESS FROM NODE 6.11 TO NODE 6.00 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 26.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.9
UPSTREAM NODE ELEVATION(FEET) = 1064.50
DOWNSTREAM NODE ELEVATION(FEET) = 1064.07
FLOW LENGTH(FEET) = 75.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 44.32
TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 16.75
is it it ie is it is**ir it**ir icir ie it it it it it it sY it it is it it it it it it is is it it is it it it ie it ie it*ir is i:ir fr ilir it it ie it it is it ic�ir is ie ir°k&**tY is it ie it is
FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 16.75
RAINFALL INTENSITY(INCH/HR) = 2.29
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 22.08
TOTAL STREAM AREA(ACRES) = 22.08
PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.32
RAINFALL INTENSITY AND
TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE **
Q Tc
(CFS) (MIN.)
Intensit
(INCH/HR�
Fp
(INCH/HR)
Ap
FM
(INCH/HR)
Ae
(ACRES)
1 214.49 17.19
2 214.85 18.10
2.257
2.188
.55
.54
.16
.09
108.78
3 213.74 19.00
2.125
.54
.16
.17
.09
112.62
115.55
4 197.24 24.15
5 191.75 25.72
1.840
1.772
.51
.18
.09
.09
125.32
6 213.54 16.75
2.292
.50
.55
.19
.16
.09
.09
126.85
106.56
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
214.85
TC(MIN.) =
18.097
EFFECTIVE AREA(ACRES) =
112.62
AREA -AVERAGED
FM(INCH/HR) _
AREA -AVERAGED Fp(INCH/HR) = .54
AREA -AVERAGED
Ap = .16
.09
TOTAL AREA(ACRES) =
126.85
is is is it is •!r *:: *:F***.r**ir is it �•ie it is is i; {c is is*st *�k is is it*ir it*ir*i: sY is is it**ir �-ir is is it *iric it ic'r it it it it �'.: it it is it it is it it*4r
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3
Page 21
-------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
>»»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.4
UPSTREAM NODE ELEVATION(FEET) = 1064.07
DOWNSTREAM NODE ELEVATION(FEET) = 1058.97
FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 214.85
TRAVEL TIME(MIN.) = .58 TC(MIN.) = 18.68
is i; � it ie is it is it YrYr sYYt it is it it is it it it it it is it ie is is ic. it it it it it ie is is is it ie it it is ie is it is it ie it is it it it is is it is it is it is it is is Yc ie is it it ie it ie it i; �
FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8
-- -
------------------------- --------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.147
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) = 2.23 SUBAREA RUNOFF(CFS) = 4.16
EFFECTIVE AREA(ACRES) = 114.85 AREA -AVERAGED FM(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .54 AREA -AVERAGED Ap = .16
TOTAL AREA(ACRES) 129.08 PEAK FLOW RATE(CFS) = 214.85
TC(MIN) = 18.68
:: i; irir it � ic. it is is �• � it it it it it it � ir.-k it it is it i; it is is is � it i; it it iric it is it is is ie it it i; i<ir is it it it is it is is is it is it is ie it it it ie is is it is i; it ie � it
FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 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 45.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.1
UPSTREAM NODE ELEVATION(FEET) = 1058.97
DOWNSTREAM NODE ELEVATION(FEET) = 1055.52
FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 214.85
TRAVEL TIME(MIN.) = .41 TC(MIN.) = 19.09
R• is it kit i; :Y �• is i!',c � X i; '.: is k �• ie i.• sY is i; & � i< i; & is i; .c ie i; i; it is it sY it i; i; is it is it is is it ie ie it is it is t i; # st is is is i; is it it i::r it it is it is it it is is
FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 8
--
---------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.119
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) = 2.78 SUBAREA RUNOFF(CFS) = 5.11
EFFECTIVE AREA(ACRES) = 117.63 AREA -AVERAGED FM(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16
TOTAL AREA(ACRES) = 131.86 PEAK FLOW RATE(CFS) = 214.99
TC(MIN) = 19.09
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Page 22
FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 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 46.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.9
UPSTREAM NODE ELEVATION(FEET) = 1055.52
DOWNSTREAM NODE ELEVATION(FEET) = 1052.07
FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 214.99
TRAVEL TIME(MIN.) = .43 TC(MIN.) = 19.52
f: it it sY 'r Yr��4r 4c f:i::r'.::e ir�ir �r ir'.c ie icu it it it it ie i::r:r fir �e 4r Ye fr it it Yr 4r sY it 4r 4r ir�it �"�&�•sY �k ie 4r it it ie it :e 4c :r it :c 4e it 4r kir kir it 'r it
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8
-----------------------------------------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.091
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) = 2.75 SUBAREA RUNOFF(CFS) = 4.99
EFFECTIVE AREA(ACRES) = 120.38 AREA -AVERAGED Fm(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16
TOTAL AREA(ACRES) = 134.61 PEAK FLOW RATE(CFS) = 216.99
TC(MIN) = 19.52
Y sY sY sY 4c it 4r-k �4r 'k �r�f: 4r it it 4r'ir it Y it eY it it it i:�ic�ir it ir&ic it 4t it is k 4r is is it 4r �k it ie 4r 4r°k is 4r 4r Y it ir�ic it it is ir��ic 4r is fir it is 4r 4rie 4r
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8
--
----------------------- ----------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.091
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) = 1.73 SUBAREA RUNOFF(CFS) = 3.14
EFFECTIVE AREA(ACRES) = 122.11 AREA -AVERAGED Fm(INCH/HR) _ .09
AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16
TOTAL AREA(ACRES) = 136.34 PEAK FLOW RATE(CFS) = 220.13
TC(MIN) = 19.52
xi::t::irt'tirir� �•ir;:iririr.'r:rir�&iririr4r'r�tci:�ic#�:rksr&.;;�yrirsY�c� �����4tsY:c.:rirfc;c4ri:i:4t�*°k:Y��•�;�;efc��4cYrir&::
FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 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 35.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 21.9
UPSTREAM NODE ELEVATION(FEET) = 1052.07
DOWNSTREAM NODE ELEVATION(FEET) = 1049.07
FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 220.13
TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 19.60
END OF STUDY SUMMARY:
Page 23
TOTAL AREA(ACRES)
= 136.34
TC(MIN.)
=
19.60
EFFECTIVE AREA(ACRES)
AREA -AVERAGED Fp(INCH/HR)
= 122.11
-
AREA -AVERAGED
AREA
FM(INCH/HR)=
.09
PEAK FLOW RATE(CFS)
.55
= 220.13
-AVERAGED
Ap = .16
PEAK FLOW RATE TABLE
**
Q Tc
(CFS) (MIN.)
Intensit
(INCH/HR�
Fp
{INCH/HR)
AP
FM
(INCH/HR)
Ae
(ACRES)
1 218.85 18.25
2 219.71 18.69
2.177
2.146
.56
.16
.09
116.05
3 220.13 19.60
2.086
.56
.55
.16
.16
.09
118.27
122.11
4 219.05 20.50
5 204.52 25.66
2.030
1.774
.55
.16
.09
.09
125.04
6 199.00 27.25
1.712
.52
.51
.18
.18
.09
.09
134.81
136.34
END OF RATIONAL METHOD
ANALYSIS
--
Page 24
ir;c',riris9r:e:efsiriririrlt#Yfr*kieir�'rkirhx:es'rir4e9rieirieisi•ic4ru4r�4:rirY4rie4r'.:4tiririr4riric'.eirirsf4:4r�ririt�'e4e4rhirirfsiefc4edefr
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(C) Copyright 1983-93 Advanced Engineering Software (aes)
Vera 1.9B 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
---------------------------------------- ------------------------------------
FILE NAME: 202QO25G.DAT
TIME/DATE OF STUDY: 13: 7 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
*:tit*it*i:it#*ir*ir it it**it �k*ir ir:Y is 4t*:t 4r i:4r*it sY'.c:e it ic'.e k it itit irici:ir': oY it it it it it ie �'t:c it it �Y:k il::i: �c it 9c**:t is 4t sY :r*�•:e
--FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 15
-----------------------------------------------------------
»»>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK # 1 DEFINED AS FOLLOWS:
1 Q85F39 Tc(1ON16 Fp(INC644R) 25 FM(IN160HR) Ae(AC07S)
2 95.50 15.14 .639 .25 .162 44.98
3 94.82 15.51 .638 .26 .164 45.41
TOTAL AREA = 45.41
8t :t�': �: fir*?c :•r :t*�•ir i.•its't icy':*it it it it*it ir'.t 4r it it *ir •&4r is**ir :tit*it is*ir**;r:tir*Yt4:'t is ir'.e*ic 9c ie :t �r *°k'.r sY 4r sY dr :ram-**
-- ------------------------------------
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 AS FOLLOWS:
Q(CFS) TC(MIN.) Fp(INCH/HR) AP FM(INCH/HR) Ae(ACRES)
1 85.39 10.16 .644 .25 .160 31.07
2 95.50 15.14 .639 .25 .162 44.98
3 94.82 15.51 .638 .26 .164 45.41
TOTAL AREA = 45.41
is is it ie is is it is*ic it �•iti:x is is is ie is �F is is is it it it*it*ic*ir it it it i�*sY ie it it*ie is is it ie it is is it it**it is ie*ic it it it it it it it it is is it it is it it it
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12
Page 1
-----------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
Yeir*YcYrieYeirir*YrYtY�Yeyt-YriciricitirisieYrYcicYcYc*YeYricYcYcYrYric**Ycic*it*irYrYrYrYoiticYrYcYrieicYrYtitYricit*ir*Ye*itiririeicYrYcYrYc
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 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 36.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.4
UPSTREAM NODE ELEVATION(FEET) = 1075.90
DOWNSTREAM NODE ELEVATION(FEET) = 1073.50
FLOW LENGTH(FEET) = 435.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 95.50
TRAVEL TIME(MIN.) _ .77 TC(MIN.) = 15.91
Y: YrYtY:YcYtYc *itY: �Y:YcY: Yr*i: irY:itit*ic*YricYtit*****YcitYc*YcitYtYr*icitit**Yt*Y:Y:Yc*Yririti:YcicYtYcY: icYtYtirYt°kYc*YtYtYt*it it
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 15.91
RAINFALL INTENSITY(INCH/HR) = 2.36
AREA -AVERAGED Fm(INCH/HR) = .16
AREA -AVERAGED Fp(INCH/HR) = .64
AREA -AVERAGED Ap = .25
EFFECTIVE STREAM AREA(ACRES) = 44.98
TOTAL STREAM AREA(ACRES) = 45.41
PEAK FLOW RATE(CFS) AT CONFLUENCE = 95.50
fir Yr**Yt Y:*Y:•Y: Y: *::*Y: is Yc Yr*Y:*ir**ir**Yt Y:.*it*Yt *ir Y: is Yr Yr it Yr Y:ir**Y:Yc*Yc**Yr Yt Ye Yt Yt Yt it Yc*YcYc it is***ie is Yt it it*ic ie Yc
FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 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) = 665.00
UPSTREAM ELEVATION(FEET) = 1090.50
DOWNSTREAM ELEVATION(FEET) = 1087.50
ELEVATION DIFFERENCE(FEET) = 3.00
TC(MIN.) = .304*[( 665.00** 3.00)/( 3.00)]** .20 = 12.054
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.792
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) = 6.09
TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 6.09
Y:*Yt*Yr Yr**Y:�.YtY:**Yr Yr Yr it Y:*ic Ye it*Yt it is Yc*Yr Ye is Yt is it is it*Yc*it Yt it it**Yr Yt Yr*4t Yc;;ic*ic ir*iti: Yc ie is*Yc is it is*YtYr is is**::
FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 3
-----------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
Page 2
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1
UPSTREAM NODE ELEVATION(FEET) = 1081.50
DOWNSTREAM NODE ELEVATION(FEET) = 1077.27
FLOW LENGTH(FEET) = 420.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.09
TRAVEL TIME(MIN.) = 1.16 TC(MIN.) = 13.21
is it it it it it ic;:',t it it it it it is fit it is it is is is is it is kic is it ic�ir :.tic it is ie is irit it is it :Rick:c it is it fir kit is ir�ic it it is it is it it it it it sY it is tic i;ir
FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 8
--------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643 -----------------
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) = 4.22 SUBAREA RUNOFF(CFS) = 9.75
EFFECTIVE AREA(ACRES) = 6.71 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) = 15.51
TC(MIN) = 13.21
ki:irieici;:isiciti:iricici.•«:Yiririci;ie:tiriti:�'.ciricic�iciririritirir:Yi:iticirieic:;isieiciciri;i<irieicsYirieicirieiri; �•iriririeiti;�i:itirir
FLOW PROCESS FROM NODE 11.30 TO NODE 11.00 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 9.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.0
UPSTREAM NODE ELEVATION(FEET) = 1077.27
DOWNSTREAM NODE ELEVATION(FEET) = 1073.50
FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.51
TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 13.25
..ic:ci:i:ici;i;*it it i:i; ic�ic�ic it it is i:i:ic*ir is i; ir��:k��irfii;�ir Yr ie i:�i;i;i:i;Yts:i;����ic it it ie�ic it ic�R•iri: i; sYic is it is is �k is
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 13.25
RAINFALL INTENSITY(INCH/HR) = 2.64
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 6.71
TOTAL STREAM AREA(ACRES) = 6.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.51
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
Page 3
** PEAK FLOW RATE TABLE **
Q Tc
(CFS) (MIN.)
Intensit
(INCH/HR�
Fp
(INCH/HR)
Al
FM
(INCH/HR)
Ae
(ACRES)
1 99.81 10.96
2.956
.65
.23
.15
36.62
2 109.34 15.91
2.364
.65
.23
.15
51.69
3 108.47 16.28
2.331
.64
.24
.15
52.12
4 105.58 13.25
2.637
.65
.23
.15
44.22
COMPUTED CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
109.34
TC(MIN.) =
15.912
EFFECTIVE AREA(ACRES)
= 51.69
AREA -AVERAGED
FM(INCH/HR) _
.15
AREA -AVERAGED Fp(INCH/HR)
_ .65
AREA -AVERAGED
Ap = .23
TOTAL AREA(ACRES) =
52.12
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FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 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 42.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8
UPSTREAM NODE ELEVATION(FEET) = 1073.50
DOWNSTREAM NODE ELEVATION(FEET) = 1072.77
FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 109.34
TRAVEL TIME(MIN.) = .51 TC(MIN.) = 16.43
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FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.319 ---------------
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) = 2.83
EFFECTIVE AREA(ACRES) = 53.09 AREA -AVERAGED FM(INCH/HR) _ .15
AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23
TOTAL AREA(ACRES) = 53.52 PEAK FLOW RATE(CFS) = 109.34
TC(MIN) = 16.43
kkkkkirkkkk�•kkk*k*kkkirkk*kkkkkickkkkkirkkicitkkkkkkkkkkkkkkkkkkkkkkkkkkkkkickkkkkk
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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 30.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.5
UPSTREAM NODE ELEVATION(FEET) = 1072.77
DOWNSTREAM NODE ELEVATION(FEET) = 1062.75
FLOW LENGTH(FEET) = 630.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 109.34
TRAVEL TIME(MIN.) = .72 TC(MIN.) = 17.15
isiskkk*kk*::*ir:rkk*ki.•kkiek*kkkkk�ick*kkkkkkkkk*kkkkkkic i:kkkkkickkkkkkirkkkkkkirkkkkkk
Page 4
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 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.) = 17.15
RAINFALL INTENSITY(INCH/HR) = 2.26
AREA -AVERAGED FM(INCH/HR) = .15
AREA -AVERAGED Fp(INCH/HR) = .65
AREA -AVERAGED Ap = .23
EFFECTIVE STREAM AREA(ACRES) = 53.09
TOTAL STREAM AREA(ACRES) = 53.52
PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.34
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FLOW PROCESS FROM NODE 13.10 TO NODE 13.20 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) = 840.00
UPSTREAM ELEVATION(FEET) = 1084.00
DOWNSTREAM ELEVATION(FEET) = 1082.00
ELEVATION DIFFERENCE(FEET) = 2.00
TC(MIN.) = .304*[( 840.00** 3.00)/( 2.00)]** .20 = 15.040
25 YEAR RAINFALL INTENSITY (INCH/HR) = 2.445
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 RUNOFF(CFS) = 10.02
TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 10.02
**ir it is s4 ie it is is is is it is is*ic is is it ici:i: is is it is is it is*ir ir:c*ic is is it it is 4r ie it st***ir*ir it it*ic*.ic it *°k is *it it****ir ie ir-k is it is is
FLOW PROCESS FROM NODE 13.20 TO NODE 13.30 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 14.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8
UPSTREAM NODE ELEVATION(FEET) = 1076.00
DOWNSTREAM NODE ELEVATION(FEET) = 1071.20
FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.02
TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 16.14
i:i:*ir is ic:':*ic �*i: it is%**iri: is it i:sY*i:i: is is*sY**ic fe is*ie ie is**ir**ir'.cir*ic it*��t is is it is is*ir is .r it it it it it is is is*ir is is it it
FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8
---------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.343
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) = 4.65 SUBAREA RUNOFF(CFS) = 9.49
EFFECTIVE AREA(ACRES) = 9.35 AREA -AVERAGED FM(INCH/HR) _ .07
Page 5
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 9.35 PEAK FLOW RATE(CFS) = 19.09
TC(MIN) = 16.14
is is � it ie ie it is it it it it it is k is is is ic'.r ie it is it it it ie is is it ie ie is ie is is it it it ie it it it it is it is ieie ie it sY it is is it it :: is is it is ie it it is 4e it it is it k it it ie is
FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.343
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) = 6.09 SUBAREA RUNOFF(CFS) = 12.43
EFFECTIVE AREA(ACRES) = 15.44 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 15.44 PEAK FLOW RATE(CFS) = 31.52
TC(MIN) = 16.14
is is sY is is it is is it i:ici: it it is it i:ir&ir is is is is is it it it ie ilir is it is is it is is is ie it is ie is is is is is is it it fir is it is it is it it irX i<it�ic is is it is it it is it i:ir
FLOW PROCESS FROM NODE 13.30 TO NODE 13.40 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 17.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11-.6
UPSTREAM NODE ELEVATION(FEET) = 1071.20
DOWNSTREAM NODE ELEVATION(FEET) = 1063.35
FLOW LENGTH(FEET) = 405.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 31.52
TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 16.72
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FLOW PROCESS FROM NODE 13.40 TO NODE 13.40 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.294
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) = 2.46
EFFECTIVE AREA(ACRES) = 16.67 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 16.67 PEAK FLOW RATE(CFS) = 33.29
TC(MIN) = 16.72
it kic is it i:Yi: it it it&ic is l: tic it is is icie it it is it ie ie is is is is ir�it is i; is it ie it is is is it is is it is is sY s: it it it it it is it it it it is it is fir it is it is is is it is is
FLOW PROCESS FROM NODE 13.40 TO NODE 13.00 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 21.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.0
UPSTREAM NODE ELEVATION(FEET) = 1063.35
DOWNSTREAM NODE ELEVATION(FEET) = 1062.75
Page 6
FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.29
TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 16.80
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FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 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.) = 16.80
RAINFALL INTENSITY(INCH/HR) = 2.29
AREA -AVERAGED Fm(INCH/HR) = .07
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 16.67
TOTAL STREAM AREA(ACRES) = 16.67
PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.29
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Q Tc
Intens.
Fp
Ap
Fm
Ae
(CFS) (MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
129.32 12.24
2.766
.66
.19
.13
50.17
2
137.07 14.51
2.498
.66
.19
.13
60.02
3
142.21 17.15
2.260
.66
.20
.13
69.76
4
140.90 17.52
2.231
.66
.20
.13
70.19
5
142.14 16.80
2.288
.66
.20
.13
68.77
COMPUTED
CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
142.21
TC(MIN.) =
17.149
EFFECTIVE AREA(ACRES)
= 69.76
AREA -AVERAGED
Fm(INCH/HR)
_ .13
AREA -AVERAGED
Fp(INCH/HR)
_ .66
AREA -AVERAGED
Ap = .20
TOTAL
AREA(ACRES) =
70.19
'..•ic**'c;ci;*'.•*x:c fc*:;i:'.r�•4:s;�*ir**i::c*irk*�&**ic%ic*4r sY*****fe*4:i:i;*ir ie******�4:'.a****�:r is sc***s4�
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 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 43.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.3
UPSTREAM NODE ELEVATION(FEET) = 1062.75
DOWNSTREAM NODE ELEVATION(FEET) = 1060.88
FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 142.21
TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 17.68
sY*'.:':'.:':i:;:'.ck*�-':�•i:'.:*�•�•**�•�*4;*:rye:r**�-.�'..•�-'c:o**tic*�-ki;********k:r**ics::F :c.::'.c*:: *:'k*irk*�c is '.c :c*
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
- - - - - - --------------------------------------
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.219
SOIL CLASSIFICATION IS "B"
Page 7
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) = 1.82 SUBAREA RUNOFF(CFS) = 3.51
EFFECTIVE AREA(ACRES) = 71.58 AREA -AVERAGED FM(INCH/HR) _ .13
AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20
TOTAL AREA(ACRES) = 72.01 PEAK FLOW RATE(CFS) = 142.21
TC(MIN) = 17.68
i::'r4r*ie4;4:'e:ri:*4r:ririr*4r*icie4c:'c:Yteftir:Y�ciriciric4r*icie8rir4r:':ic:;4ricici::e:r�Yis:Yititi:4r4ritititit4tisk*isitir:YisstisitsYititit
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 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 42.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.5
UPSTREAM NODE ELEVATION(FEET) = 1060.88
DOWNSTREAM NODE ELEVATION(FEET) = 1057.80
FLOW LENGTH(FEET) = 525.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 142.21
TRAVEL TIME(MIN.) _ .83 TC(MIN.) = 18.51
.. 4r it it*9r is 4r:: it 4t*:Y 4r 4r 4c it*it is it is is it•lr it it ic::4e ie it :::.•.*ir k i;:r*ir Yc ie ic:Y*irfe:4 it ir:e*:tir:rir:'c**ic it is i;*it :t it it 4t:Y :r is is is is
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 18.51
RAINFALL INTENSITY(INCH/HR) = 2.16
AREA -AVERAGED FM(INCH/HR) = .13
AREA -AVERAGED Fp(INCH/HR) = .66
AREA -AVERAGED Ap = .20
EFFECTIVE STREAM AREA(ACRES) = 71.58
TOTAL STREAM AREA(ACRES) = 72.01
PEAK FLOW RATE(CFS) AT CONFLUENCE = 142.21
ic'c.:r 4t ie ir:c4r****4::Y*it*ir ic*it is it it Yr it is it is it is it it*4r***:tic:Y it is is it ic*'.c:Y*dr it is it 4t it it is it*ir*ic is :Y:Y it it ic:.:Y dr:Y 4c it :Y
FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 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) = 1075.50
DOWNSTREAM ELEVATION(FEET) = 1072.50
ELEVATION DIFFERENCE(FEET) = 3.00
TC(MIN.) = .304*[( 900.00** 3.00)/( 3.00)]** .20 = 14.454
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.504
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) = 10.23
TOTAL AREA(ACRES) = 4.68 PEAK FLOW RATE(CFS) 10.23
::It*ir ir:Yic:'t*�'.t:t'..•'t�•**it:t4t**'x'.t*ir it it't4t:r it it dr:Y it it 4r ir:Yi:fit***�•:ti:it'.t it 4c*it ir:rit**:t it 4: it ft is it �t it it it Yc 4r it it it :r
Page 8
FLOW PROCESS FROM NODE 15.20 TO NODE 15.30 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 14.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6
UPSTREAM NODE ELEVATION(FEET) = 1066.50
DOWNSTREAM NODE ELEVATION(FEET) = 1062.60
FLOW LENGTH(FEET) = 390.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.23
TRAVEL TIME(MIN.) _ .98 TC(MIN.) = 15.44
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FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE =
---------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.407
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) = 4.69 SUBAREA RUNOFF(CFS) = 9.84
EFFECTIVE AREA(ACRES) = 9.37 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 9.37 PEAK FLOW RATE(CFS) = 19.66
TC(MIN) = 15.44
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FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.407
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) = 6.29 SUBAREA RUNOFF(CFS) = 13.20
EFFECTIVE AREA(ACRES) = 15.66 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 15.66 PEAK FLOW RATE(CFS) = 32.86
TC(MIN) = 15.44
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FLOW PROCESS FROM NODE 15.30 TO NODE 15.00 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.) = 9.0
UPSTREAM NODE ELEVATION(FEET) = 1062.60
DOWNSTREAM NODE ELEVATION(FEET) = 1057.80
FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 32.86
TRAVEL TIME(MIN.) _ .92 TC(MIN.) = 16.36
Page 9
ick ickkickkkiekkkkirkki:kkkir irk kir kir irkkkkkkirk kirk irk ie irk kk it is ickkir irkkkkkkie it it kie kir is irk ick ickkk
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 16.36
RAINFALL INTENSITY(INCH/HR) = 2.32
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = 10
EFFECTIVE STREAM AREA(ACRES) = 15.66
TOTAL STREAM AREA(ACRES) = 15.66
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.86
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)
1 159.97 13.62
2.595
.68
.17
.12
65.03
2 169.56 15.88
2.367
.67
.17
.12
77.04
3 172.93 18.16
2.183
.67
.18
.12
86.25
4 172.65 18.51
2.158
.67
.18
.12
87.24
5 170.96 18.89
2.133
.67
.18
.12
87.67
6 171.00 16.36
2.325
.67
.17
.12
79.34
COMPUTED CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
172.93
TC(MIN.) =
18.162
EFFECTIVE AREA(ACRES)
= 86.25
AREA -AVERAGED
Fm(INCH/HR)
_ .12
AREA -AVERAGED Fp(INCH/HR)
_ .67
AREA -AVERAGED
Ap = .18
TOTAL AREA(ACRES) =
87.67
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FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 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 36.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 18.1
UPSTREAM NODE ELEVATION(FEET) = 1057.80
DOWNSTREAM NODE ELEVATION(FEET) = 1050.50
FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 172.93
TRAVEL TIME(MIN.) = .30 TC(MIN.) = 18.47
.. ., •irk i,.: irkkki.ki.iskkkki:k�......kkki...kkkkkkkkkk�: ickkkkk.:k:..... .. kickkkkkgi. .. i:kkkX .. kirk i;kk
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 18.47
RAINFALL INTENSITY(INCH/HR) = 2.16
AREA -AVERAGED FM(INCH/HR) = .12
AREA -AVERAGED Fp(INCH/HR) = .67
AREA -AVERAGED Ap = .18
Page 10
EFFECTIVE STREAM AREA(ACRES) = 86.25
TOTAL STREAM AREA(ACRES) = 87.67
PEAK FLOW RATE(CFS) AT CONFLUENCE = 172.93
it is iek kie iek it ick irk ie it iek iek it irk itk it it is ie itir iekkkkir it irk kie kirkkkirkkir iekkkkit it ick it it it is it it it it kir kic irk ick ie
FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 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) = 220.00
UPSTREAM ELEVATION(FEET) = 1067.00
DOWNSTREAM ELEVATION(FEET) = 1065.00
ELEVATION DIFFERENCE(FEET) = 2.00
TC(MIN.) = .304*[( 220.00** 3.00)/( 2.00)]** .20 = 6.732
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.960
SOIL CLASSIFICATION IS "B"
COMMERCIAL SUBAREA LOSS RATE, FMCINCH/HR) = .0750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 10.14
TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 10.14
iti: irkkkkitkkirk kkitkkkkickkkkkkkkkkkkkkkkkkkkirkkkkkitkkkitkkkkit kkkitkk kk irkkkkkir itk kirk
FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 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 12.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.5
UPSTREAM NODE ELEVATION(FEET) = 1059.00
DOWNSTREAM NODE ELEVATION(FEET) = 1055.03
FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.14
TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 7.40
'.t itk kit iskirk i:kkkkkkkkkkkkkkkkkisk kkkkkk kirk kit it it �.t*kkkkitkk �i Okkkitkkkkkkkkki:kkir iskkit k itk
FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.742
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) = 2.34- SUBAREA RUNOFF(CFS) = 7.72
EFFECTIVE AREA(ACRES) = 5.24 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) 17.29
TC(MIN) = 7.40
.. ., i.•k itkkirkk it itkkk*kic kirkkk kirkkkkkkkirkitk k'hkkicickkkkk�Yk*irkkkkkkick is itk kirk kirkkkk'.r*
R FLOW PROCESS FROM NODE 16.30 TO NODE 16.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
Page 11
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.7
UPSTREAM NODE ELEVATION(FEET) = 1055.03
DOWNSTREAM NODE ELEVATION(FEET) = 1050.50
FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 17.29
TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 7.46
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FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 7.46
RAINFALL INTENSITY(INCH/HR) = 3.72
AREA -AVERAGED FM(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 5.24
TOTAL STREAM AREA(ACRES) = 5.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.29
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
171.75 13.93
2.560
.68
.17
.11
70.27
2
180.30 16.18
2.340
.68
.17
.11
82.28
3
181.54 16.66
2.299
.68
.17
.11
84.58
4
182.82 . 18.47
2.162
.67
.17
.12
91.49
5
182.42 18.82
2.137
.67
.17
.12
92.48
6
180.61 19.19
2.112
.67
.18
.12
92.91
7
143.75 7.46
3.724
.68
.16
.11
40.07
COMPUTED
CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
182.82
TC(MIN.) =
18.466
EFFECTIVE AREA(ACRES)
= 91.49
AREA -AVERAGED
FM(INCH/HR) _
.12
AREA -AVERAGED
Fp(INCH/HR)
_ .67
AREA -AVERAGED
Ap = .17
TOTAL
AREA(ACRES) =
92.91
i:i:*ic*:::ric'..•i::r'.r is do �':4:***{:*fe sY fr*:r*i:*ir fc dt it 4r it is 4r it*Yru i:i:4r:t it it is �':*4: �k is 4c is is �k it 4e 4r is i:i�ir**ie h'.•i: ?r is it*it it
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.162
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) = 3.06 SUBAREA RUNOFF(CFS) = 5.75
EFFECTIVE AREA(ACRES) = 94.55 AREA -AVERAGED FM(INCH/HR) _ .12
AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .17
TOTAL AREA(ACRES) = 95.97 PEAK FLOW RATE(CFS) = 182.82
TC(MIN) = 18.47
Page 12
* Yc Yr is Yc Yc Yc Yc is ie Yc is Yc Yc Yr is Yt it it Yc Yc it Yc Yt it Yt Yc Yt Yr Yc Yt Yc is Yr i< it Ye Yr Ye Yc Yr it Yr Yr is Yc Yrit Yt Yc it Yt Yr it Yc Yr is Yr 9c Yt Yt Yr Yt Yr it Ye it Ye Yc Yr Yc it Yt Ye Yr it
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00
---------------------------------------------------------
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 30.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) =
25.9
UPSTREAM NODE ELEVATION(FEET) =
1050.50
DOWNSTREAM NODE ELEVATION(FEET) =
1039.50
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) =
39.00 NUMBER
OF PIPES = 1
PIPE-FLOW(CFS) = 182.82
TRAVEL TIME(MIN.) _ .13 TC(MIN.)
----------------------------------------------
= 18.59
END OF STUDY SUMMARY:
-
TOTAL AREA(ACRES) = 95.97
TC(MIN.) =
18.59
EFFECTIVE AREA(ACRES) = 94.55
AREA -AVERAGED
Fm(INCH/HR)= .12
AREA -AVERAGED Fp(INCH/HR) _ .67
AREA -AVERAGED
Ap = .17
PEAK FLOW RATE(CFS) = 182.82
it it PEAK FLOW RATE TABLE **
Q Tc Intensity
Fp Ap
Fm Ae
(MIN.) (IN3H684)
(INCH/HHR)
(INCH/HR) (ACRES)
1 143F75
16
.11 43.13
2 171.75 14.06 2.546
.68 .16
.11 73.33
3 180.30 16.31 2.329
.68 .17
.11 85.34
4 181.54 16.79 2.289
.68 .17
.11 87.64
5 182.82 18.59 2.153
.67 .17
.12 94.55
6 182.42 18.95 2.129
.67 .17
.12 95.54
7 180.61 19.32 2.104
.67 .17
.12 95.97
END OF RATIONAL METHOD ANALYSIS
Page 13
'.: sY4:4c is �'c*ie do sY is 4c is is 4c:c fc ir*4c is it Y 4c Yc is is it 9r 4r it it it 4e it sk it fr Y fr*ic is it 'e 4c is is 4c is 4r 4c 4r{c'k ie is is i:4:4c 4r 4r it Y is �r is is lr is Yc is 4t 4r it
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
-----------------------------------------------------------------------
FILE NAME: 202QO25H.DAT
TIME/DATE OF STUDY: 13: 8 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
lrsY:s*is*'c:r:r*ic:t�•i:::':�c*�•*ir is �•ir it ie 4r*ic**4r:.'*�ti*::::***icy'',: :.•ic*i: �r :r i.•*:r :r �.: is :: �•ic**'r
4:*ic**ic'.c :r k is '.c is ic*
FLOW PROCESS FROM NODE 20.00 TO NODE 22.00 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) = 1000.00
UPSTREAM ELEVATION(FEET) = 1073.00
DOWNSTREAM ELEVATION(FEET) = 1070.35
ELEVATION DIFFERENCE(FEET) = 2.65
TC(MIN.) = .304*[( 1000.00** 3.00)/( 2.65)]** .20 =
15.784
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.375
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) = 15.38
TOTAL AREA(ACRES) = 7.43 PEAK FLOW RATE(CFS) =
15.38
., is iri:*it is*4c�i:4r'r'r:: 4r it �•i:it:c 4c it is ie*i'rit:r**ic:r is is is 4t is it**4e it ic:r*:c',r*ic**ic*ic 4c �e it is it 4r *ic is *:e is ;: ie Sri: is it :r :r it
FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 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 19.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.7
UPSTREAM NODE ELEVATION(FEET) = 1063.35
DOWNSTREAM NODE ELEVATION(FEET) = 1062.35
Page 1
FLOW LENGTH(FEET) 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.38
TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 16.37
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.323
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) = 3.23 SUBAREA RUNOFF(CFS) = 6.54
EFFECTIVE AREA(ACRES) = 10.66 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 10.66 PEAK FLOW RATE(CFS) = 21.57
TC(MIN) = 16.37
?: » 'k»»»»»»»»»»»»»»»»?r it ?r»»»»»»»»»»»» it»»»?:»»»» » �•»» ir?r »»»»»»»» k» »ic » it»» ?c»»»»» it»»»»
FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 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 19.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.3
UPSTREAM NODE ELEVATION(FEET) = 1062.35
DOWNSTREAM NODE ELEVATION(FEET) = 1061.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 21.57
TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 16.90
FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 8
--------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.280
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) = 3.23 SUBAREA RUNOFF(CFS) = 6.41
EFFECTIVE AREA(ACRES) = 13.89 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 13.89 PEAK FLOW RATE(CFS) = 27.56
TC(MIN) = 16.90
?: » Yc» »»?c ?c » »?c?t» ». ;� »»»» ?:» ?c it ».»»»»»»»»»»»»»» i,'-»»?: »»?c ?r»?: »»»»» :r»»»» ?c.» it»»»»?.• ?r it»»» �•»»» i;
FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 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 23.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6
UPSTREAM NODE ELEVATION(FEET) = 1061.35
Page 2
DOWNSTREAM NODE ELEVATION(FEET) = 1060.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 27.56
TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 17.41
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8
----------------------------------------------------------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.240
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) = 3.23 SUBAREA RUNOFF(CFS) = 6.29
EFFECTIVE AREA(ACRES) = 17.12 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 17.12 PEAK FLOW RATE(CFS) = 33.35
TC(MIN) = 17.41
�:r'.[�dr:[�'.ti::r it d::::[ir it it ir:rk:f�k�:c:tkif�'f*tic i::r it �4c i[ir'u it 4r ir'.f:t it ic��ir if�kif'.ei[it it it it�'.r it ie i[sY sY 4r is sY Y[it it is is :Y �'t :r
FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 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 24.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION(FEET) = 1060.35
DOWNSTREAM NODE ELEVATION(FEET) = 1059.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 33.35
TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 17.89
.. .. .. cif it s': �•:: �•�•�•k�: is is �•��:&R ir:[��°k it it 9r�4c�:c :[:[fr �r :r it :t irk �•ir :['.[sY 4: it :r is sir cif �t ir��•�&i[ic �„i k'.[�•�c': if it �e is �•�4[
FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««r
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.203
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) = 3.23 SUBAREA RUNOFF(CFS) = 6.19
EFFECTIVE AREA(ACRES) = 20.35 AREA -AVERAGED Fm(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) 20.35 PEAK FLOW RATE(CFS) = 38.98
TC(MIN) = 17.89
.. �•'x'.: it is kit'r;rifY:::ici:�'.c��•kir Yr �:c��4: it is Y 4t ir;rk4{i:A•de:t it if4fif&ir&4f it 4r icic if�ic is is ir�irt it is is Y it is is is 4t 4t is :; :F Yr is it
FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 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 25.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3
Page 3
UPSTREAM NODE ELEVATION(FEET) = 1059.35
DOWNSTREAM NODE ELEVATION(FEET) = 1058.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 38.98
TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 18.34
is it it ie irir is iF it it it ie is is it is it it ie is is it is icir is it sY it it is ie it it is is it it is sY it it is it it it ie it'k is ie is icie is it it it is iric is ie it � it is is it is it is is is it
FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 8
----------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.170 -----------------
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) = 3.23 SUBAREA RUNOFF(CFS) = 6.09
EFFECTIVE AREA(ACRES) = 23.58 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 23.58 PEAK FLOW RATE(CFS) = 44.47
TC(MIN) = 18.34
it is is ie it it it is it ic-k it is is it ie ie it is it is it ie is sY is it is ic&:c icit it it it is is is is it it it is is it ie it is it it ir°k ie it it ie it it is is it it is is ii is is ie it s4 is it is is it
FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 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 28.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4
UPSTREAM NODE ELEVATION(FEET) = 1058.35
DOWNSTREAM NODE ELEVATION(FEET) = 1057.35
FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 44.47
TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 18.79
iric�•�•icicirir.;t;yitici;it�i:i;iticiticitiricieiris�:'r��iri:ici;&i;*is�iritiri;isiriciticiricR•ici;ieiriritiricicirir��ir:Yi:ici:i;it�irtic
FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 8
-------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR. RAINFALL INTENSITY(INCH/HR) = 2.139 ------------------
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) = 3.23 SUBAREA RUNOFF(CFS) = 6.00
EFFECTIVE AREA(ACRES) = 26.81 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 26.81 PEAK FLOW RATE(CFS) = 49.80
TC(MIN) = 18.79
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FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 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 29.4 INCHES
Page 4
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4
UPSTREAM NODE ELEVATION(FEET) = 1057.35
DOWNSTREAM NODE ELEVATION(FEET) = 1056.75
FLOW LENGTH(FEET) = 132.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 49.80
TRAVEL TIME(MIN.) _ .30 TC(MIN.) = 19.09
sk is sY is is it it is it is it it it it irir is it ie it it s4 is is is s4 sY ie is it is sY ie ie it it is it ie it is it it it is ie ie it is ie it sY it sk it it it sY sY is is it is is it it icic it it it is is it ie ie
FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.119
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) = 2.13 SUBAREA RUNOFF(CFS) = 3.92
EFFECTIVE AREA(ACRES) = 28.94 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 28.94 PEAK FLOW RATE(CFS) = 53.24
TC(MIN) = 19.09
9;i5-ir it i:ici;>: sY sY is ie sY is i<it it icic.;ri:i; ir�ic it sY i<>; sY is sk is is is it#ic is it it ie sti it it ie is it i�sY sY is sY s4 sY ic��sYic sY is it it is i<ic it is �e is is sY it is sY
FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 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 29.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.9
UPSTREAM NODE ELEVATION(FEET) = 1056.75
DOWNSTREAM NODE ELEVATION(FEET) = 1055.50
FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 53.24
TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 19.59
� it is is it it is is � � ir>; is R• it is >'; � it is sY is is k is i.• is is k is � '.c is i; is ie ie it �• is it Yr � :t is s: sY it is �- � i; >'; i; is is is it X i::: � is it it is ie it it it it it it is 'c st
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 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 27.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.5
UPSTREAM NODE ELEVATION(FEET) = 1055.50
DOWNSTREAM NODE ELEVATION(FEET) = 1052.20
FLOW LENGTH(FEET) = 540.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 53.24
TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 20.65
se is :r i.•i; is is it is i.•i: kir:e�'.eR-ic'.r kic�i:�•�•i;>';i: it sY it'x is sk is is it is it is is is ie i:iri: ie ie ir�ir�ie sY it it is i<it9:>4 it irie is is :c it it is i<ie ic�ir ie
FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 8
----------------------- ----------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.021
SOIL CLASSIFICATION IS "B"
Page 5
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) = 3.34 SUBAREA RUNOFF(CFS) = 5.85
EFFECTIVE AREA(ACRES) = 32.28 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 32.28 PEAK FLOW RATE(CFS) = 56.54
TC(MIN) = 20.65
iric*irieiri�iririsirieiciriririe*isiciricicsYiYit*ieiriririciririririeiriricieicir**iriciririeitieiritieieiciriririciririririeicisicicic*irieiei;
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 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 28.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.6
UPSTREAM NODE ELEVATION(FEET) = 1052.20
DOWNSTREAM NODE ELEVATION(FEET) = 1052.00
FLOW LENGTH(FEET) = 24.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 56.54
TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 20.69
it �•sY it*ie ie :4*«ie it :: is �•iri:*ir is is is*ir it ie sY ie ie it*****ie*sY it it it ie**i:ie*ir**ic it is it is it is it is i; is is*ir it is it it is is it it it*'.e it
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 20.69
RAINFALL INTENSITY(INCH/HR) = 2.02
AREA -AVERAGED Fm(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 32.28
TOTAL STREAM AREA(ACRES) = 32.28
PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.54
ic*i:iri:*ir it is*-k is is i;. it is*1: is it ie'..•ir it*i:ie9:i:*i: it is i;-k it it is*it is is is it is ir�i:it'.r sY irit*s: it it ir:Y *ir*ie is it*i.•ie it i.•ie is it °k**
FLOW PROCESS FROM NODE 32.10 TO NODE 32.40 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) = 750.00
UPSTREAM ELEVATION(FEET) = 1072.00
DOWNSTREAM ELEVATION(FEET) = 1066.75
ELEVATION DIFFERENCE(FEET) = 5.25
TC(MIN.) = .304*[( 750.00*it 3.00)/( 5.25)]** .20 = 11.585
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.859
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) = 5.19
TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 5.19
ic'..-it**ir it*ir-kic:Y',r is is ir*ici: it is it i;*ic:t is is it it is is �•ir it ir:c*ic Yr.ic is*ic*'.c is is it*ir it is it it it it i:ir -k is is*ir it it �•ir is is*ir is *ic :;
Page 6
FLOW PROCESS FROM NODE 32.40 TO NODE 32.50 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 11.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.5
UPSTREAM NODE ELEVATION(FEET) = 1055.75
DOWNSTREAM NODE ELEVATION(FEET) = 1054.25
FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.19
TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 12.71
p:4::'e it ie'.e4::'r4e'c is is Sc:Y kie�'.:'ci::YYr:Y:c it 4c 9r ie ic.4ci: sY it 4r�ic ie�ic it 4r it 4r i:ie:Y ic�ic ic'k4r:'rir:ti::ic'.eir:: 4�ic �c�ir �..•i:�:4 :4 k'.c 4r is fc it
FLOW PROCESS FROM NODE 32.50 TO NODE 32.50 IS CODE = 8
----------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.705
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) = 2.07 SUBAREA RUNOFF(CFS) = 4.90
EFFECTIVE AREA(ACRES) = 4.14 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 9.80
TC(MIN) = 12.71
k :'cdr is 4c ir:'c it � dr is aY it x is it dr is �c is f:4r ir:Y is is irie ic4c it it ic:Y is it dr 4c ic:Y dt k is dr:YYr is :Y ie it it dr:Y icic:Y fr fc is is ir'.c is it Yc is is it is :Y is 4t it it �'c &
FLOW PROCESS FROM NODE 32.50 TO NODE 32.60 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 15.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.3
UPSTREAM NODE ELEVATION(FEET) = 1054.25
DOWNSTREAM NODE ELEVATION(FEET) = 1053.00
FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.80
TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 13.43
:::::e:::r•l: tic Yt::4::c�c:::Y;r k�r:Y��i.'.•��:r 4r`.c:ti<*it is it is :r :; '.c��:':�::'..•'.: �•�'�#:c��:r�•ic:Yi:ic :Y�ie is 4: Yr:'c �•����:r is :c&:rh
FLOW PROCESS FROM NODE 32.60 TO NODE 32.60 IS CODE _ 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.617
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) = 1.59 SUBAREA RUNOFF(CFS) = 3.64
EFFECTIVE AREA(ACRES) = 5.73 AREA -AVERAGED FM(INCH/HR) _ .07
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) = 13.11
TC(MIN) = 13.43
Page 7
kirkkkkkitkkkkkkkkkiskiekkirkk$tkkkkkkkkkirkirkkkkkkkkkkiekkiekiekkkkkkickisitkkkiticirkkkirkk
FLOW PROCESS FROM NODE 32.60 TO NODE 32.70 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 17.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.4
UPSTREAM NODE ELEVATION(FEET) = 1053.00
DOWNSTREAM NODE ELEVATION(FEET) = 1052.30
FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.11
TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 13.89
kkkirk ickkkkkkkkk'.: kirk kkkkkkkkkkk �•kirkkkkit irk ki; ick irkkk kirk icki:k kkkkkkit iekkkkkit k'.•kkkkk
FLOW PROCESS FROM NODE 32.70 TO NODE 32.70 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.564 -------------
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) = 2.82 SUBAREA RUNOFF(CFS) = 6.32
EFFECTIVE AREA(ACRES) = 8.55 AREA -AVERAGED FM(INCH/HR) _ .08
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) 8.55 PEAK FLOW RATE(CFS) = 19.16
TC(MIN) = 13.89
kkkkitkkitkkkkitkkkkk�•kkkkkkkkki:kick•kkkitkkkickkkkirkkkkkkkkkkickk�•kkickkicitkkkkickicsYk
FLOW PROCESS FROM NODE 32.70 TO NODE 32.00 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 20.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1
UPSTREAM NODE ELEVATION(FEET) = 1052.30
DOWNSTREAM NODE ELEVATION(FEET) = 1052.00
FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.16
TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 14.06
...,kkkYckkki;ki;kkic iskkkki�k ickkkkkkkkkkkkic is i;kkkkkkkki�kkkkick kickkkkkkkkkkkkkkir kk iskkk
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 14.06
RAINFALL INTENSITY(INCH/HR) = 2.55
AREA -AVERAGED Fm(INCH/HR) = .08
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 8.55
TOTAL STREAM AREA(ACRES) = 8.55
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.16
Page 8
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE **
Q Tc Intensit
(CFS) (MIN.) (INCH/HR�
Fp Ap
(INCH/HR)
FM
(INCH/HR)
Ae
(ACRES)
1 71.61 20.69 2.019
2
.75 .10
.08
40.83
67.98 14.06 2.546
.75 .10
.08
30.48
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) = 71.61
TC(MIN.) = 20.693
EFFECTIVE AREA(ACRES) = 40.83
AREA -AVERAGED
FM(INCH/HR) _
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED
Ap = .10
.08
TOTAL AREA(ACRES) = 40.83
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 40.83
TC(MIN.) =
20.69
EFFECTIVE AREA(ACRES) = 40.83
AREA -AVERAGED
FM(INCH/HR)=
.08
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED
Ap = .10
PEAK FLOW RATE(CFS) = 71.61
PEAK FLOW RATE TABLE **
Q Tc Intensit
(CFS) (MIN.) (INCH/HR}
Fp Ap
(INCH/HR)
FM
(INCH/HR)
Ae
(ACRES)
1 67.98 14.06 2.546
2
.75 .10
.08
30.48
71.61 20.69 2.019
.75 .10
.08
40.83
END OF RATIONAL METHOD ANALYSIS
Page 9
Technical Appendix F
Hydrology Map
Reproduced
from
Preliminary Hydrology & Hydraulic Calculations
for
Sierra Business Park
Huitt-Zollars, Inc — November 1, 2003
Technical Appendix G
100-Year Rational Method Analysis
Derived
from
Storm Drain Basis of Design Sycamore Hills II
Tentative Tract No. 16495
RBF Consulting — February 2004
it is ie it it it is it it is ie i�ir �Y it it it ie ie is is it it ie is ie it it ie is is ie it it it is it it is it it ie sY it it ie ie is ie is it it it is is i:*ic it is is ie ie it is it it ie ie it it it sY it is ie
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
---------------------------------------------------------
FILE NAME: F100AULB.DAT
TIME/DATE OF STUDY: 11:20 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 = .90
*USE R-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .920
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.330
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3300
SLOPE OF INTENSITYDURATION CURVE = .6000
*;Yi:iri.•iri..i..*.•,.icic*ic*iriri.•*isic***i:*isi;ic*****.*ieieiciciriri:*iri:icic**isiririciririci:**itir°ki.•i:**ici:.i;ic*i:ir**ir
FLOW PROCESS FROM NODE 300.70 TO NODE 300.60 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) = 85.00
UPSTREAM ELEVATION(FEET) = 1066.50
DOWNSTREAM ELEVATION(FEET) = 1066.00
ELEVATION DIFFERENCE(FEET) = .50
TC(MIN.) = .304*[( 85.00** 3.00)/( .50)]** .20 = 5.020
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.893
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) _ .47
TOTAL AREA(ACRES) = .09 PEAK FLOW RATE(CFS) _ .47
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FLOW PROCESS FROM NODE 300.60 TO NODE 300.10 IS CODE 6
------------------------------------------------------
>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1066.00 DOWNSTREAM ELEVATION(FEET) = 1053.27
STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
Page 1
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
"TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.50
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .37
HALFSTREET FLOOD WIDTH(FEET) = 10.72
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.36
PRODUCT OF DEPTH&VELOCITY = 1.25
STREET FLOW TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 7.99
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.457
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 7.86
EFFECTIVE AREA(ACRES) = 2.19 AREA -AVERAGED Fm(INCH/HR) _ .29
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .39
TOTAL AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) = 8.21
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 13.53
FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH"VELOCITY = 1.74
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FLOW PROCESS FROM NODE 300.10 TO NODE 300.00 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.) = 21.2
UPSTREAM NODE ELEVATION(FEET) = 1053.27
DOWNSTREAM NODE ELEVATION(FEET) = 1047.75
FLOW LENGTH(FEET) = 21.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.21
TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 8.01
irkkkkkir irk kkkkkitkkkkkkkkkitkkkkirkkkkkkk#kkitkkkick k�k kicirk kkkkitkkkkkickkkkkkkkkkkkk
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 8.01
RAINFALL INTENSITY(INCH/HR) = 4.45
AREA -AVERAGED Fm(INCH/HR) = .29
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .39
EFFECTIVE STREAM AREA(ACRES) = 2.19
TOTAL STREAM AREA(ACRES) = 2.19
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.21
.. kkkkkkkkkickkkitkkiti.•kkkickkkkkkkkkkkkiekirkkkkitkkkkkkkkkkkkkirkkkkkkkkkkkkkickkkkk
FLOW PROCESS FROM NODE 300.50 TO NODE 300.40 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
Page 2
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 154.00
UPSTREAM ELEVATION(FEET) = 1062.90
DOWNSTREAM ELEVATION(FEET) = 1060.80
ELEVATION DIFFERENCE(FEET) = 2.10
TC(MIN.) = .389*[( 154.001t* 3.00)/( 2.10)]** .20 = 6.887
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.875
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .93
TOTAL AREA(ACRES) = .23 PEAK FLOW RATE(CFS) _ .93
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FLOW PROCESS FROM NODE 300.40 TO NODE 300.30 IS CODE = 6
----------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1060.80 DOWNSTREAM ELEVATION(FEET) = 1053.85
STREET LENGTH(FEET) = 143.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.98
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .29
HALFSTREET FLOOD WIDTH(FEET) = 6.78
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58
PRODUCT OF DEPTH&VELOCITY = 1.35
STREET FLOW TRAVEL TIME(MIN.) = .52 TC(MIN.) = 7.41
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.666
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, FP(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 4.09
EFFECTIVE AREA(ACRES) = 1.27 AREA -AVERAGED FM(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .42
TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 4.98
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 9.03
FLOW VELOCITY(FEET/SEC.) = 4.95 DEPTH*VELOCITY = 1.68
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FLOW PROCESS FROM NODE 300.30 TO NODE 300.00 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.) = 9.7
UPSTREAM NODE ELEVATION(FEET) = 1053.85
DOWNSTREAM NODE ELEVATION(FEET) = 1047.75
Page 3
FLOW LENGTH(FEET) = 138.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.98
TRAVEL TIME(MIN.) _ .24 TC(MIN.) = 7.64
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FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 7.64
RAINFALL INTENSITY(INCH/HR) = 4.58
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .42
EFFECTIVE STREAM AREA(ACRES) = 1.27
TOTAL STREAM AREA(ACRES) = 1.27
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.98
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FLOW PROCESS FROM NODE 300.90 TO NODE 300.80 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00
UPSTREAM ELEVATION(FEET) = 1062.90
DOWNSTREAM ELEVATION(FEET) = 1060.76
ELEVATION DIFFERENCE(FEET) = 2.14
TC(MIN.) = .389*[( 145.00** 3.00)/( 2.14)]** .20 = 6.617
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.993
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .96
TOTAL AREA(ACRES) = .23 PEAK FLOW RATE(CFS) _ .96
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FLOW PROCESS FROM NODE 300.80 TO NODE 300.20 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1060.76 DOWNSTREAM ELEVATION(FEET) =1053.25
STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) 3.72
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .34
HALFSTREET FLOOD WIDTH(FEET) = 9.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.70
PRODUCT OF DEPTH&VELOCITY = 1.25
Page 4
STREET FLOW TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 7.83
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.512
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 5.50
EFFECTIVE AREA(ACRES) = 1.68 AREA -AVERAGED FM(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) = 6.35
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 11.28
FLOW VELOCITY(FEET/SEC.) = 4.35 DEPTH*VELOCITY = 1.67
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FLOW PROCESS FROM NODE 300.20 TO NODE 300.00 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 4.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.3
UPSTREAM NODE ELEVATION(FEET) = 1053.25
DOWNSTREAM NODE ELEVATION(FEET) = 1047.75
FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.35
TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 7.86
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FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 7.86
RAINFALL INTENSITY(INCH/HR) = 4.50
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 1.68
TOTAL STREAM AREA(ACRES) = 1.68
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.35
RAINFALL INTENSITY AND
TIME OF
CONCENTRATION
RATIO
CONFLUENCE FORMULA USED
FOR 3
STREAMS.
*�P PEAK FLOW
RATE TABLE
**
Q
Tc
Intensit
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 19.34
7.64
4.579
.75
.40
.30
4.99
2 19.32
8.01
4.452
.75
.40
.30
5.14
3 19.40
7.86
4.502
.75
.40
.30
5.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.40 TC(MIN.) = 7.862
EFFECTIVE AREA(ACRES) = 5.10 AREA -AVERAGED FM(INCH/HR) _
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .40
TOTAL AREA(ACRES) = 5.14
Page 5
.30
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FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 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 20.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.6
UPSTREAM NODE ELEVATION(FEET) = 1047.75
DOWNSTREAM NODE ELEVATION(FEET) = 1045.88
FLOW LENGTH(FEET) = 467.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.40
TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 9.26
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FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 9.26
RAINFALL INTENSITY(INCH/HR) = 4.08
AREA -AVERAGED FM(INCH/HR) = .30
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .40
EFFECTIVE STREAM AREA(ACRES) = 5.10
TOTAL STREAM AREA(ACRES) = 5.14
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.40
*ir is it it is it is*i: �•*ic oY it**it is it is is it is*ic fr is it is is it it it it*it ie it it is it it is is is ie it ie it is it ir.**ic is it*ir is is it it it it it *ir*ic it it it it it
FLOW PROCESS FROM NODE 301.60 TO NODE 301.50 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
- - - - - - - ------------------------------
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00
UPSTREAM ELEVATION(FEET) = 1062.10
DOWNSTREAM ELEVATION(FEET) = 1060.25
ELEVATION DIFFERENCE(FEET) = 1.85
TC(MIN.) = .389*[( 123.00** 3.00)/( 1.85)]** .20 = 6.172
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.206
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .61
TOTAL AREA(ACRES) = .14 PEAK FLOW RATE(CFS) _ .61
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FLOW PROCESS FROM NODE 301.50 TO NODE 301.10 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
----------------------------- - ----- ------
- - ---------------------------------------
UPSTREAM ELEVATION(FEET) = 1060.25 DOWNSTREAM ELEVATION(FEET) = 1052.83
STREET LENGTH(FEET) = 238.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
Page 6
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
"TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 1.72
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .27
HALFSTREET FLOOD WIDTH(FEET) = 5.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38
PRODUCT OF DEPTH&VELOCITY = .92
STREET FLOW TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 7.35
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.689
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = .56 SUBAREA RUNOFF(CFS) = 2.21
EFFECTIVE AREA(ACRES) _ .70 AREA -AVERAGED FM(INCH/HR) _ .32
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .42
TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 2.76
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 7.34
FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH«VELOCITY = 1.15
FLOW PROCESS FROM NODE 301.10 TO NODE 301.00 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 3.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.3
UPSTREAM NODE ELEVATION(FEET) = 1052.83
DOWNSTREAM NODE ELEVATION(FEET) = 1045.88
FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = - 2.76
TRAVEL TIME(MIN.) _ .05 TC(MIN.) = 7.40
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) =
7.40
RAINFALL INTENSITY(INCH/HR) =
4.67
AREA -AVERAGED FM(INCH/HR) =
.32
AREA -AVERAGED Fp(INCH/HR) =
.75
AREA -AVERAGED Ap = .42
EFFECTIVE STREAM AREA(ACRES)
_ .70
TOTAL STREAM AREA(ACRES) =
.70
PEAK FLOW RATE(CFS) AT CONFLUENCE
= 2.76
FLOW PROCESS FROM NODE 301.40 TO NODE 301.30 IS CODE = 2.1
----------------------------------------------------------------------------
Page 7
>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00
UPSTREAM ELEVATION(FEET) = 1062.40
DOWNSTREAM ELEVATION(FEET) = 1060.46
ELEVATION DIFFERENCE(FEET) = 1.94
TC(MIN.) = .389*[( 177.00** 3.00)/( 1.94)]** .20 = 7.606
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.592
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) = 1.14
TOTAL AREA(ACRES) = .30 PEAK FLOW RATE(CFS) = 1.14
it is*'.ci: ie it it'r it ie is it is it it it is it ie is it is it is it it icic is it it&*ic is is it is is it is it it sY ie it it is ie is it*°k ie is it*ir is it it is is it ie is is it is it it is*ic is
FLOW PROCESS FROM NODE 301.30 TO NODE 301.20 Is CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1060.46 DOWNSTREAM ELEVATION(FEET) = 1052.77
STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.78
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .37
HALFSTREET FLOOD WIDTH(FEET) = 10.72
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.57
PRODUCT OF DEPTH&VELOCITY = 1.33
STREET FLOW TRAVEL TIME(MIN.) = 1.49 TC(MIN.) 9.10
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.124
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 7.23
EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED FM(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 8.24
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 13.53
FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTH*VELOCITY = 1.75
i:*it*ir*ir is *xic ic*is it is it it is*.it is o7 ie it is it is it it is*ic is ie is is it ie is ie is is it*ic is is is is*i: ft is is is is is it it is is it ic*it it is*it is it it ;;*i:
FLOW PROCESS FROM NODE 301.20 TO NODE 301.00 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.) = 21.0
UPSTREAM NODE ELEVATION(FEET) = 1052.77
Page 8
DOWNSTREAM NODE ELEVATION(FEET) = 1045.88
FLOW LENGTH(FEET) = 27.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.24
TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 9.12
:::e;c�r*:r it 4r i:'.r 9r it k4r 9r 4r is ic:c it �r kic 4r i:k'e:e�:Yr'.r Yr is is it it is is ie 4c is �c 4r it it ir:�ir it it it it ie 4r it Yr�k it 4r it 9e it it it :r it sY is Yr it it it it 4e it
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 9.12
RAINFALL INTENSITY(INCH/HR) = 4.12
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 2.40
TOTAL STREAM AREA(ACRES) = 2.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.24
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/H�
(INCH/HR)
(INCH/HR)
(ACRES)
1
28.41 7.40
4.670
.75
.41
.31
6.73
2
29.97 9.04
4.139
.75
.41
.31
8.07
3
29.94 9.26
4.081
.75
.41
.31
8.20
4
29.75 9.41
4.041
.75
.41
.31
8.24
5
30.01 9.12
4.118
.75
.41
.31
8.13
COMPUTED
CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
30.01
TC(MIN.) =
9.121
EFFECTIVE AREA(ACRES)
= 8.13
AREA -AVERAGED
FM(INCH/HR) _
.31
AREA -AVERAGED Fp(INCH/HR)
_ .75
AREA -AVERAGED
Ap = .41
TOTAL
AREA(ACRES) =
8.24
sY': ?:*ir 4c**'.: »-*. �c it**»•*-k**ir ie*ic**�*4r***ir is �Y**ic �e*****:r****»•*******ic*ir******»•»-*ic***:'r'r*
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 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 25.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1
UPSTREAM NODE ELEVATION(FEET) = 1045.88
DOWNSTREAM NODE ELEVATION(FEET) = 1043.16
FLOW LENGTH(FEET) = 681.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 30.01
TRAVEL TIME(MIN.) = 1.87 TC(MIN.) = 10.99
ie it do 4::t�'�:r'rd::Yir*ie 4t sY �Y»•»•:e it it it*it&4t:c 4t 4c ir*9:4c it Yr:t4r'.t it it is it i:*4c it is is it is is is 4r it is �Y is fr»ie it is it 4c it fr ir:Y*4c*:r *4r 4r'.c
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
Page 9
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.99
RAINFALL INTENSITY(INCH/HR) = 3.68
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 8.13
TOTAL STREAM AREA(ACRES) = 8.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.01
it ir&ir it it is ie it it it it ie ie it is it ie it it it it*ic ie is it it is is it ie it it ie it it is it it is is it is it ie it ie is is it it it it is is is*ir ie it is ie ie is it it it it it is is ie ie ir*
FLOW PROCESS FROM NODE 302.40 TO NODE 302.30 IS CODE = 2.1
----------------------------------------------------------------------------
>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 128.00
UPSTREAM ELEVATION(FEET) = 1060.20
DOWNSTREAM ELEVATION(FEET) = 1058.41
ELEVATION DIFFERENCE(FEET) = 1.79
TC(MIN.) = .389*[( 128.00** 3.00)/( 1.79)]** .20 = 6.364
100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.111
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .64
TOTAL AREA(ACRES) = .15 PEAK FLOW RATE(CFS) _ .64
..........R•ic*s:i:*ir it'.r'.r*'..*ir'.ri:*�*..***ic�•�:rir:r it is k *'.r *ir is ie':��.. ,, 'r 4r***iris ;,.***:r*::fr ir'.: is *:c**ir***:'.
FLOW PROCESS FROM NODE 302.30 TO NODE 302.10 IS CODE = 6
---------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1058.41 DOWNSTREAM ELEVATION(FEET) = 1046.00
STREET LENGTH(FEET) = 619.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.98
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .36
HALFSTREET FLOOD WIDTH(FEET) = 10.16
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26
PRODUCT OF DEPTH&VELOCITY = 1.18
STREET FLOW TRAVEL TIME(MIN.) = 3.16 TC(MIN.) = 9.53
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.012
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 6.55
EFFECTIVE AREA(ACRES) = 2.11 AREA -AVERAGED FM(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 7.04
END OF SUBAREA STREET FLOW HYDRAULICS:
Page 10
DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 12.97
FLOW VELOCITY(FEET/SEC.) = 3.76 DEPTH*VELOCITY = 1.57
is is is it is * is is is is is is is it is is is is is it sY it is is * it it is is it it it is irir it it is it it ie it is is is it is ie it ie it ie it it ie ie ie it is iric is * is it is ie ie is ie is is it it is it
FLOW PROCESS FROM NODE 302.10 TO NODE 302.00 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 7.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.0
UPSTREAM NODE ELEVATION(FEET) = 1046.00
DOWNSTREAM NODE ELEVATION(FEET) = 1043.16
FLOW LENGTH(FEET) = 78.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.04
TRAVEL TIME(MIN.) _ .13 TC(MIN.) = 9.66
*irir*iciririririririciriritieirir::sY***iriciciricirieic*irirsY***iri:iri:ie****i�i.•irieirir*iciriri:iririciticit**irieiritici:icirieir
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 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.) = 9.66
RAINFALL INTENSITY(INCH/HR) = 3.98
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 2.11
TOTAL STREAM AREA(ACRES) = 2.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.04
i:ic*it it is i:itx**�•i:i: it it it it �•-kie*ic is it*ic it ie**ic�ir Yc it it it it it is is*ie*it**ir it it*i.•ie*ir it*ici: is is it it it**�•i: it it'.•ir it is it
FLOW PROCESS FROM NODE 302.60 TO NODE 302.50 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3. 00) /(ELEVATION CHANGE)]"* .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 176.00
UPSTREAM ELEVATION(FEET) = 1062.60
DOWNSTREAM ELEVATION(FEET) = 1060.75
ELEVATION DIFFERENCE(FEET) = 1.85
TC(MIN.) = .389*[( 176.00** 3.00)/( 1.85)]** .20 = 7.653
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.576
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .98
TOTAL AREA(ACRES) = .26 PEAK FLOW RATE(CFS) _ .98
i:ir*Yi: is it*'.: it ir*ir is*it it it it is is is is*ir it it is it �k it°k ie it it i:ic*it ie ieie*ir sY*ir it sY it is is*ic*ir it is is*�•ir*i: it is is is*i: *ick it *ir
FLOW PROCESS FROM NODE 302.50 TO NODE 302.20 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1060.75 DOWNSTREAM ELEVATION(FEET) = 1046.24
Page 11
STREET LENGTH(FEET) = 959.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
"TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 5.68
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .41
HALFSTREET FLOOD WIDTH(FEET) = 12.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28
PRODUCT OF DEPTH&VELOCITY = 1.33
STREET FLOW TRAVEL TIME(MIN.) = 4.87 TC(MIN.) = 12.52
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.405
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 3.34 SUBAREA RUNOFF(CFS) = 9.33
EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED FM(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 10.04
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 15.78
FLOW VELOCITY(FEET/SEC.) = 3.75 DEPTH*VELOCITY = 1.78
k'.:�ic:t ;t��� �-t: ie 4r dt i::c�i.•�4t 4e �: it ie'.r4r it 4t is is ie ie irirdr:ie*Yc it Yr sY is kir �°k'..•ir �r:Yi:��s"'a��•ic it ic'.:.:r&ir#:c :: is :::r is i:��':
FLOW PROCESS FROM NODE 302.20 TO NODE 302.00 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 6.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.0
UPSTREAM NODE ELEVATION(FEET) = 1046.24
DOWNSTREAM NODE ELEVATION(FEET) = 1043..16
FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.04
TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 12.55
s:�; ;;�::�:�:;�:::��:::�e'..•': �':rY:'.t:;�:�: �•�:'..•:r4ci:����:c��•�: k� � �-ie�•����drk�4r&k&iric',�*�Yeici:�ir4: �frieY:�*:�::�:�r
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 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.) = 12.55
RAINFALL INTENSITY(INCH/HR) = 3.40
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 3.60
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.04
Page 12
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
44.39 9.28
4.077
.75
.41
.31
11.42
2
44.99 9.66
3.979
.75
.41
.31
11.92
3
46.05 10.91
3.698
.75
.41
.31
13.31
4
46.07 10.99
3.682
.75
.41
.31
13.39
5
45.99 11.13
3.654
.75
.41
.31
13.50
6
45.79 11.28
3.625
.75
.41
.31
13.59
7
43.71 12.55
3.400
.75
.41
.31
13.95
COMPUTED
CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
46.07
TC(MIN.) =
10.990
EFFECTIVE AREA(ACRES)
= 13.39
AREA -AVERAGED
Fm(INCH/HR) _
.31
AREA -AVERAGED
Fp(INCH/HR)
_ .75
AREA -AVERAGED
Ap = .41
TOTAL
AREA(ACRES) =
13.95
4r:r•.r it it �c it is Ar i; it 4�4r*ir sY 4: 4r 4r dr dr is ie it it i; it dr it �r:r it i; it it it it it sY fr is 4r it it**°k iric*4c ir.*:e ft it it 4r ic•.r it 4c ic*4; iv 4r is it it*ir 4r :e fr :r
FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 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 29.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8
UPSTREAM NODE ELEVATION(FEET) = 1043.16
DOWNSTREAM NODE ELEVATION(FEET) = 1042.19
FLOW LENGTH(FEET) = 242.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 46.07
TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 11.58
i:'r':r:�•*4r'.r*:t'..•::*.**�•�•**ir is*:r*�*ir ic***ir**ir**�•*sY�•4:�'..•i:'.r�:r���•&ic�ic �:: :r :: sY�i; :c :r :ram �•ic �•�kir :r &s: :r
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 11.58
RAINFALL INTENSITY(INCH/HR) = 3.57
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 13.39
TOTAL STREAM AREA(ACRES) = 13.95
PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.07
�•�:ei:�:�•::;.: 4r 4r*'.; *:!**': *:;'.: it �'r**4; sir sY�*�•°k**4;i;:k sir•.'::rf: �Y��it ��r it ir'.;�•ir'.rk:r'.r is�'.r it �r 4r ic'.r ir��it sY is��•:r •k :'r
FLOW PROCESS FROM NODE 303.60 TO NODE 303.50 IS CODE = 2.1
------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH * 3. 00) /(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00
UPSTREAM ELEVATION(FEET) = 1055.90
DOWNSTREAM ELEVATION(FEET) = 1054.15
ELEVATION DIFFERENCE(FEET) = 1.75
Page 13
TC(MIN.) = .389*[( 177.00** 3.00)/( 1.75)]** .20 = 7.765
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.536
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .97
TOTAL AREA(ACRES) = .26 PEAK FLOW RATE(CFS) _ .97
irk-k is it i:kkir k is iskiek kiskkkick ickk kk isk kkkie is is irkkkkit irkkkkickkkirkkickkkkkkic ickkkkkkkir it irk it kic
FLOW PROCESS FROM NODE 303.50 TO NODE 303.10 IS CODE = 6
-------------------------------------------- -
>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1054.15 DOWNSTREAM ELEVATION(FEET) = 1046.17
STREET LENGTH(FEET) = 359.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.46
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .34
HALFSTREET FLOOD WIDTH(FEET) = 9.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.44
PRODUCT OF DEPTH&VELOCITY = 1.17
STREET FLOW TRAVEL TIME(MIN.) = 1.74 TC(MIN.) = 9.50
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.018
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 4.99
EFFECTIVE AREA(ACRES) = 1.75 AREA -AVERAGED FM(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 5.84
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 11.84
FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY = 1.45
k itkkkirkkkick kirkkkkirkkkir irk ick kic*kick kic sYkkkkkkkkkic itk irkkkkkkiekkkk �•�kkkkkirkkiskirkirir*
FLOW PROCESS FROM NODE 303.10 TO NODE 303.00 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 5.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.9
UPSTREAM NODE ELEVATION(FEET) = 1046.17
DOWNSTREAM NODE ELEVATION(FEET) = 1042.19
FLOW LENGTH(FEET) = 46.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.84
TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 9.56
k kick irk �•kkkkki: 9rkkkit irk irkkkkkkk �-irk is kir is irk:Y it is 4r:Y ickk kkkitk**ir�'k kic it ick is it is is is i;kkickkkic*kk
Page 14
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 9.56
RAINFALL INTENSITY(INCH/HR) = 4.00
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 1.75
TOTAL STREAM AREA(ACRES) = 1.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.84
FLOW PROCESS FROM NODE 303.40 TO NODE 303.30 IS CODE = 2.1
----------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 181.00
UPSTREAM ELEVATION(FEET) = 1056.00
DOWNSTREAM ELEVATION(FEET) = 1054.16
ELEVATION DIFFERENCE(FEET) = 1.84
TC(MIN.) = .389*[( 181.00** 3.00)/( 1.84)]** .20 = 7.791
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.527
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .90
TOTAL AREA(ACRES) = .24 PEAK FLOW RATE(CFS) _ .90
FLOW PROCESS FROM NODE 303.30 TO NODE 303.20 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1054.16 DOWNSTREAM ELEVATION(FEET) = 1046.00
STREET LENGTH(FEET) = 384.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.23
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .34
HALFSTREET FLOOD WIDTH(FEET) = 9.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21
PRODUCT OF DEPTH&VELOCITY = 1.09
STREET FLOW TRAVEL TIME(MIN.) = 1.99 TC(MIN.) = 9.78
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.948
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) _ .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
Page 15
SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) = 4.66
EFFECTIVE AREA(ACRES) = 1.66 AREA -AVERAGED Fm(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) = 5.43
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 11.28
FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY = 1.43
4r dr 4r it dr �r is f: it iric 4r 4r it&ir �r it �c it it it �cir 4r �44r it it it do 4e it fr it dr ie ie lr it it it it fr it it it tr it&ir is it 4r it it it �Y is it fr �r it 9c it is it drx &ir it is fc 4r it
FLOW PROCESS FROM NODE 303.20 TO NODE 303.00 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.) = 12.5
UPSTREAM NODE ELEVATION(FEET) = 1046.00
DOWNSTREAM NODE ELEVATION(FEET) = 1042.19
FLOW LENGTH(FEET) = 46.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.43
TRAVEL TIME(MIN.) = .06 TC(MIN.) = 9.85
it*'r�ir 4r �t'.::Yir�sY s't���•ic�ic it i��4c ir:r it it it ic'�ir is sY 4e it de it ir�ir it ie sY it ir�:r it ie it it is it ir�ir ie ir�'.r it fr it �•�Sr it it Yr it :r ie it k �'c it
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 9.85
RAINFALL INTENSITY(INCH/HR) = 3.93
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 1.66
TOTAL STREAM AREA(ACRES) = 1.66
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.43
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
* PEAK FLOW RATE TABLE **
Q Tc
Intens.
Fp
Ap
Fm
Ae
(CFS) (MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
55.12 9.56
4.003
.75
.41
.31
14.42
2
55.54 9.87
3.927
.75
.41
.31
14.83
3
55.86 10.25
3.839
.75
.41
.31
15.33
4
56.13 11.51
3.582
.75
.41
.31
16.72
5
56.11 11.58
3.568
.75
.41
.31
16.80
6
55.95 11.73
3.542
.75
.41
.31
16.91
7
55.66 11.88
3.515
.75
.41
.31
17.00
8
52.94 13.15
3.307
.75
.41
.31
17.36
9
55.52 9.85
3.934
.75
.41
.31
14.79
COMPUTED
CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
56.13
TC(MIN.) =
11.508
EFFECTIVE
AREA(ACRES)
= 16.72
AREA -AVERAGED
FM(INCH/HR) _
.31
AREA -AVERAGED
Fp(INCH/HR)
_ .75
AREA -AVERAGED
Ap = .41
TOTAL
AREA(ACRES) =
17.36
Page 16
ie it it it it it ie ie * ie ie it it sY it ie it it ie ie ie is it is it it ie is it ie o4 is it ie ie is is it ie it ie ie is it it �Y it ie is it it is it is it is it it it it is iis it iCiric iric is is ie ie it ie ie
FLOW PROCESS FROM NODE 303.00 TO NODE 400.00
----------------------------------------------------------------------------
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 32.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) =
7.1
UPSTREAM NODE ELEVATION(FEET) =
1042.19
DOWNSTREAM NODE ELEVATION(FEET) =
1041.27
FLOW LENGTH(FEET) = 230.00 MANNING'S
N = .013
ESTIMATED PIPE DIAMETER(INCH) =
42.00 NUMBER
OF PIPES = 1
PIPE-FLOW(CFS) = 56.13
TRAVEL TIME(MIN.) _ .54 TC(MIN.)
= 12.05
---------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 17.36
TC(MIN.) =
12.05
EFFECTIVE AREA(ACRES) = 16.72
AREA -AVERAGED
FM(INCH/HR)=
.31
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED
Ap = .41
PEAK FLOW RATE(CFS) = 56.13
** PEAK FLOW RATE TABLE **
Q Tc Intensit
FPAp
FM
Ae
(CFS) (MIN.) (INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 55.12 10.10 3.874
.75 .41
.31
14.42
2 55.52 10.38 3.810
.75 .41
.31
14.79
3 55.54 10.41 3.804
.75 .41
.31
14.83
4 55.86 10.79 3.723
.75 .41
.31
15.33
5 56.13 12.05 3.485
.75 .41
.31
16.72
6 56.11 12.12 3.472
.75 .41
.31
16.80
7 55.95 12.26 3.448
.75 .41
.31
16.91
8 55.66 12.42 3.423
.75 .41
.31
17.00
9 52.94 13.69 3.227
.75 .41
.31
17.36
END OF RATIONAL METHOD ANALYSIS
Page 17
�'r is i:i::r:rir*ic*4r 4r ie �r it it it it Yrir irx do it it 4r ie 4t it it it it it ie 4r it it ie it irsY dr iric it it fr sY it it 9r 9r fr dr 4r 4r 4r it it 4r ie ie it it it it dr 4e ie ie ie it it it it 4r
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
----------------------------------------------------------------------------
FILE NAME: F100SRAB.DAT
TIME/DATE OF STUDY: 14:27 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 = .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .920
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.330
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3300
SLOPE OF INTENSITY DURATION CURVE = .6000
«�*:e*fr �Y«*::*sY*:';:: ie is*:r 4r it ie ie �c it dr*:r it 4r:cir*ie sY is ir'.e'.r*«•ic;r4r:r«•sY it it J: it 4e 4r 4r*sY*:r*9rk*4r :r it tr kir it :r*k«•*ir 4r �r
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 15
------------------------------------------
»»>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK #
1 DEFINED
AS FOLLOWS:
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 282.24
17.91
.556
.16
.087
116.70
2 283.08
18.23
.555
.16
.088
118.33
3 283.66
19.13
.551
.16
.088
122.24
4 282.23
20.06
.547
.16
.089
125.30
5 264.13
25.02
.517
.18
.092
134.82
6 257.02
26.58
.511
.18
.093
136.34
TOTAL AREA =
136.34
ir::*':4::t it it it«•«•*i:ir:r:::c**ie is 4r ir«-ic*«•irh*ir**ir*eY 4r«-*�'cic*ic«•:t4t*«•ir Yr***i: it ir:r-k it it �r ie ir'r is it it it :Y it it*�**'r
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 AS FOLLOWS:
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FMCINCH/HR)
Ae(ACRES)
1 282.24
17.91
.556
.16
.087
116.70
2 283.08
18.23
.555
.16
.088
118.33
3 283.66
19.13
.551
.16
.088
122.24
4 282.23
20.06
.547
.16
.089
125.30
5 264.13
25.02
.517
.18
.092
134.82
Page 1
6 257.02 26.58 .511 .18 .093 136.34
TOTAL AREA = 136.34
it it sY sY iFic it is is is is it is sY it is sY it is sY is sY sY ie is is is it it is iC it is it is it sY it dr is it it is sY st it it it ie it it sY sY sY is it it is it it icsYsY is se>•i it is it it it is it it is sY
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12
----------------------------------------------------------------------------
>>>CLEAR MEMORY BANK # 1 ««<
iti: it kir��s'r:r�•:: sh sY it it is ie ic�ic sY it sY sv it sY is it&it ie is it it it it it it ie it it it it s:�ir is it ir.:rir&ir it it it it is it it it it it ie it it it it>: ie it �sY it is it
FLOW PROCESS FROM NODE 10.00 TO NODE 34.00 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.) = 23.0
UPSTREAM NODE ELEVATION(FEET) = 1075.90
DOWNSTREAM NODE ELEVATION(FEET) = 1039.50
FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 283.66
TRAVEL TIME(MIN.) _ .87 TC(MIN.) = 20.00
it i; it ie � it is it it is ie iri: it � it it it 4c it it it ie it it it it ie it it # sY sY it it sY it it ir. sY irir irir it & it it it sY it it is � it it sY >; it sY it it it sY it it it it it it it >': it is it it
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
i; it sY it i<ir is it � is � it it i; it �• sY ie sY sk it it sY it is sY sY 4t it it Yt & sY it is it it sY � �• it icir it it is s: it it i; s: � i; it i< it it is it {r it �^ir it � it is i< � it sY sY it it t �
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 15
----------------------------------------------------------------------------
»»>DEFINE MEMORY BANK # 2 ««<
MEMORY BANK #
2 DEFINED
AS FOLLOWS:
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 183.64
7.54
.684
.16
.109
43.69
2 220.14
13.95
.680
.17
.112
74.37
3 230.71
16.05
.677
.17
.114
85.79
4 232.67
16.62
.676
.17
.114
88.55
5 234.47
18.36
.672
.17
.116
95.30
6 234.23
18.54
.672
.17
.117
95.81
7 233.37
18.68
.672
.17
.117
95.97
TOTAL AREA =
95.97
is it sY it i.•sY it it i:�ic i;>'; it it�ir it ksY it ie sY sk it it it st>;sY>; it in&i<ir it sY is is it i:�ir#irir is i:i: sY it sY sY it �i:ir>;iri: it it �..•i.•s: iric it it &ir it it it
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 14
----------------------------------------------------------------------------
»»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««<
MAIN -STREAM MEMORY DEFINED AS FOLLOWS:
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 183.64
7.54
.684
.16
.109
43.69
2 220.14
13.95
.680
.17
.112
74.37
3 230.71
16.05
.677
.17
.114
85.79
4 232.67
16.62
.676
.17
.114
88.55
Page 2
5 234.47
18.36 .672 .17 .116 95.30
6 234.23
18.54 .672 .17 .117 95.81
7 233.37
18.68 .672 .17 .117 95.97
TOTAL AREA =
95.97
icit is is is ie it it&it it it it itic°k is it it it it is it it is is is it is ie is it it it it it is is is ie it is it is irie is ie is is is is is i;it it it is it it it it is it it it it it it it is is it is it it
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 2 ««<
�•ie is i; it it ic*ir it ie itie it ie it it is it*#ic is it ie it&it it is it is �ititic is it is is is is is it is is tic ie�ic is is**i; it it it it�ic is is it itit is it it it is is icit'.:
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
id* PEAK FLOW
RATE TABLE **
Q
Tc
Intensit
FP
Ap
FM
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
382.35
7.54
4.617
.62
.16
.10
90.55
2
472.16
13.95
3.191
.61
.16
.10
161.08
3
496.60
16.05
2.934
.61
.16
.10
185.55
4
502.13
16.62
2.873
.61
.16
.10
191.86
5
514.33
18.36
2.706
.61
.16
.10
209.42
6
515.11
18.54
2.691
.61
.16
.10
211.03
7
515.05
18.68
2.679
.61
.16
.10
212.06
8
514.85
18.78
2.670
.61
.16
.10
212.67
9
513.27
19.09
2.644
.61
.17
.10
214.30
10
507.22
20.00
2.571
.61
.17
.10
218.21
11
499.48
20.93
2.502
.60
.17
.10
221.27
12
453.98
25.91
2.201
.58
.18
.10
230.79
13
439.94
27.48
2.125
.58
.18
.10
232.31
TOTAL AREA
= 232.31
COMPUTED
CONFLUENCE
ESTIMATES ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS)
=
515.11
TC(MIN.) =
18.541
EFFECTIVE AREA(ACRES)
= 211.03
AREA -AVERAGED
FM(INCH/HR) _
.10
AREA -AVERAGED
Fp(INCH/HR) = .61
AREA -AVERAGED
Ap = .16
TOTAL
AREA(ACRES)
=
232.31
Yr it it :c it 'k is °k :: it it is is it it :t i; is i; ki: is �ir�i; it �i<� wit is #itic �•k fir is i; i; '.cam is is is is pie i.•�i: is is if-k �'.,' ems: ie��i; i.•��ir it it it it it it
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
it it :c it ie ie is is i; i; i; is is it is it i; it it is it is ie it it is is * it it k is is is is i; it it it is it is is is is is is i; i<it i; i;.ir it ie is ic'� is is it i; it it is i; ie it it is it is it is is ir.
FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
--------------------------------------------------------------------
DEPTH OF FLOW IN 96.0 INCH PIPE IS 74.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.4
UPSTREAM NODE ELEVATION(FEET) = 1039.50
DOWNSTREAM NODE ELEVATION(FEET) = 1039.40
FLOW LENGTH(FEET) = 25.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 515.11
TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 18.57
Page 3
is s; i< is is is is ie it it it it is it is is is :Y it icie ie is it is is kit ie it ie is it is is is it it it ie icir ie sY it it it is is ie is is it it is it ie is is it is it it is iric ie ie it is is it ie ie it it
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 15
----------------------------------------------------------------------------
>>>DEFINE MEMORY BANK # 2 ««<
MEMORY BANK # 2 DEFINED AS FOLLOWS:
Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES)
1 86.70 13.92 .750 .10 .075 30.55
2 91.46 20.42 .750 .10 .075 40.83
TOTAL AREA = 40.83
is is ie is it ie ie is is is is is is i�'k is is it is is is it it ie it it is ie is it it is k is it irie it it i; it is 4e is ie is it is is it ie is is it ie it it is h � is � is it it ie is it it ie ie et ie ie ie it
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 14
----------------------------------------------------------------------------
»»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««<
MAIN -STREAM MEMORY DEFINED AS FOLLOWS:
Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES)
1 86.70 13.92 .750 .10 .075 30.55
2 91.46 20.42 .750 .10 .075 40.83
TOTAL AREA = 40.83
:: is ;<ir it is is i; i; i; is it it is ire �ic'kR•i: ie it is is is it is i:iri:ieir'.e ie it it is it is it it ie is die it is is it it it ie it ie ie it it ie ie i; it ic�it is it is ie�ie it it ie it is
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 2 ««<
it i; it k is �• i; it is it � it it i;.ic is it it is is it is � i; irir is ie it is irir it ie it it it it is is is it it it it ie it irk is it it it it ie it it i; it it it sY it is it is it it iric ie irit it it is
FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 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 32.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6
UPSTREAM NODE ELEVATION(FEET) = 1052.00
DOWNSTREAM NODE ELEVATION(FEET) = 1039.40
FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 91.46
TRAVEL TIME(MIN.) = 1.73 TC(MIN.) = 22.16
.... » it it :.•,:. it � � � 9; it ie ie it it ie ie � is ie it i; is �• ie ie i; it is # i; it ie it ie is � �• is is 9: � �• is is is it Yc is is ie it i; ie is i; �• ie is it is i; i; i; k �•it ir'.r is i; is it is
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
Page 4
** PEAK FLOW RATE TABLE **
Q
Tc
Intensit
Fp
Ap
FM
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
578.38
15.66
2.977
.63
.15
.10
211.18
2
580.09
22.16
2.418
.61
.16
.10
264.37
3
447.79
7.58
4.604
.63
.15
.09
105.32
4
555.16
13.99
3.186
.63
.15
.10
188.37
5
583.61
16.09
2.930
.63
.15
.10
216.78
6
589.56
16.66
2.869
.63
.15
.10
223.99
7
603.04
18.40
2.703
.62
.16
.10
244.30
8
603.95
18.57
2.688
.62
.16
.10
246.19
9
603.99
18.71
2.676
.62
.16
.10
247.44
10
603.86
18.81
2.667
.62
.16
.10
248.20
11
602.51
19.13
2.641
.62
.16
.10
250.33
12
597.13
20.04
2.568
.62
.16
.10
255.68
13
590.07
20.97
2.499
.62
.16
.10
260.22
14
536.90
25.95
2.199
.60
.16
.10
271.62
15
519.89
27.52
2.123
.59
.17
.10
273.14
TOTAL AREA
= 273.14
COMPUTED
CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
603.99
TC(MIN.) =
18.714
EFFECTIVE AREA(ACRES)
= 247.44
AREA -AVERAGED
Fm(INCH/HR)
_ .10
AREA -AVERAGED
Fp(INCH/HR) = .62
AREA -AVERAGED
Ap = .16
TOTAL
AREA(ACRES) =
273.14
SYi:**ir it is 4r:r 4r it**4:Yr*ir:r:r:r sY it**ie 4r it �'c****ir:Y ie fr it is ksY 4r is*i:i:4r:ri: it 4r:a it ie 4r ie it 4r sY ie 4r Yr :e �c�ir it it*fir �: it it***
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 12
------ ---------------
»»>CLEAR MEMORY BANK # 1 ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ir'.r :r �•;: ?: is is �•4.•�•:t it 4r �•'rir;r;:ic5'c it fe:t it ir:r ie it it it*ir is*�ic:r it it sir it*fc it 4t �r is it it it fr:r 4r ie it it it it 4r ie 4t is Ye*it is ir4r*ir**fir :r
FLOW PROCESS FROM NODE 35.00 TO NODE 400.00 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 78.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.9
UPSTREAM NODE ELEVATION(FEET) = 1039.40
DOWNSTREAM NODE ELEVATION(FEET) = 1036.08
FLOW LENGTH(FEET) = 825.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 603.99
TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 19.78
'.r 4r ir.***f:tr*4r it**4c�'.r::Y: it it is 4: 4c it it'�.•ic it 4r ir�ir it 4c**s:4r:c is Ycic'.c:k xY 9c is do ir:�r tc*sY it is 4r*9c it it it sY is :Y is*ic**ir*4: *i: 9: :r
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 10
----------------------------------------------------------------------------
>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
'r it te'r 4r ir:r*it*it it irgr:ri: �k it*::4c*9r�•9:::*ic 4r*ir it it 4c irir sY it it iririr it it is is sY is is it*ir is it it Yr:r*ir is it it it it it �Y fr�4r dr �Y 4c 4r dr fr
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 15
----------------------------------------------------------------------------
>DEFINE MEMORY BANK # 2 ««<
----------------------------------------------------------------------------
MEMORY BANK # 2 DEFINED AS FOLLOWS:
Page 5
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 55.12
10.10
.750
.41
.307
14.42
2 55.51
10.39
.750
.41
.307
14.80
3 55.54
10.41
.750
.41
.307
14.83
4 55.86
10.79
.750
.41
.307
15.33
5 56.13
12.05
.750
.41
.307
16.72
6 56.11
12.12
.750
.41
.307
16.80
7 55.95
12.26
.750
.41
.307
16.91
8 55.66
12.41
.750
.41
.307
17.00
9 52.94
13.69
.750
.41
.307
17.36
TOTAL AREA =
17.36
ickkkkitkkkkkir is kk kkkkkkkkkkkkkkk kkkic ickkkkkickkkkickk�kk kkkkkitk kkkkkkkkiric k4tk is ickkk
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 14
----------------------------------------------------------------------------
>>>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««<
MAIN -STREAM MEMORY DEFINED AS FOLLOWS:
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 55.12
10.10
.750
.41
.307
14.42
2 55.51
10.39
.750
.41
.307
14.80
3 55.54
10.41
.750
.41
.307
14.83
4 55.86
10.79
.750
.41
.307
15.33
5 56.13
12.05
.750
.41
.307
16.72
6 56.11
12.12
.750
.41
.307
16.80
7 55.95
12.26
.750
.41
.307
16.91
8 55.66
12.41
.750
.41
.307
17.00
9 52.94
13.69
.750
.41
.307
17.36
TOTAL AREA =
17.36
kkickkkkkkk�'-kkkkk��kkkitkkkkkkkkk�kkic�•�ititkkkitk�kkkitkirkkkkkkkkkkkkkkitkkitic.&kkk�it
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 12
----------------------------------------------------------------------------
>CLEAR MEMORY BANK # 2 ««<
itkkkkkkirkk4: itk k4tkkk�t is is kirkkkkkkkkkirk kkkkkkkkkkkkkkkir irk itkkkkkkkkkkkkkkkkkkkkkkk
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
PEAK FLOW
RATE TABLE
itk
Q
Tc
Intensit
Fp
Ap
FM
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
526.14
10.10
3.874
.66
.18
.12
137.71
2
531.37
10.39
3.810
.66
.18
.12
141.82
3
531.83
10.41
3.804
.66
.18
.12
142.19
4
538.61
10.79
3.723
.66
.18
.12
147.70
5
560.14
12.05
3.485
.66
.18
.12
165.53
6
561.40
12.12
3.472
.66
.18
.12
166.60
7
563.65
12.26
3.448
.66
.18
.12
168.57
8
565.93
12.41
3.423
.66
.18
.12
170.64
9
584.85
13.69
3.227
.65
.18
.11
187.74
10
500.15
8.73
4.228
.66
.18
.12
117.78
11
604.84
15.06
3.048
.65
.17
.11
205.73
12
624.69
16.73
2.861
.65
.17
.11
228.54
13
629.14
17.16
2.819
.65
.17
.11
234.14
14
634.10
17.72
2.764
.65
.17
.11
241.35
15
644.85
19.,46
2.614
.64
.17
.11
261.66
16
645.50
19.64
2.599
.64
.17
.11
263.55
Page 6
17
645.34 19.78
2.588
.64
.17
.11
264.80
18
645.07 19.88
2.581
.64
.17
.11
265.56
19
643.29 20.19
2.556
.64
.17
.11
267.69
20
636.70 21.10
2.490
.64
.17
.11
273.04
21
628.48 22.03
2.426
.64
.17
.11
277.58
22
617.13 23.22
2.351
.63
.17
.11
281.73
23
570.22 27.05
2.145
.62
.18
.11
288.98
24
551.92 28.62
2.074
.61
.18
.11
290.50
TOTAL AREA = 290.50
COMPUTED
CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
645.50
TC(MIN.) =
19.639
EFFECTIVE AREA(ACRES) =
263.55
AREA -AVERAGED
FM(INCH/HR)
AREA -AVERAGED Fp(INCH/HR)
= .64
AREA -AVERAGED
Ap = .17
TOTAL
AREA(ACRES) = 290.50
is is it it is is it it is it it it tY it it is is it it it is is is is it is itir is is it is is is is it is it it it is it it is is is is it is is ie it is it it it is it ic*ic it is is it it**is is it ie it is is is
FLOW PROCESS
FROM NODE
400.00 TO
-----------------------------------------------
NODE 400.00
IS CODE = 12
»»>CLEAR MEMORY BANK
# 1 ««<
END
OF STUDY
SUMMARY:
TOTAL AREA(ACRES)
- 290.50
TC(MIN.)
=
19.64
EFFECTIVE
AREA(ACRES)
= 263.55
AREA -AVERAGED
FM(INCH/HR)=
.11
AREA -AVERAGED
Fp(INCH/HR) _ .64
AREA -AVERAGED
Ap = .17
PEAK FLOW RATE(CFS)
= 645.50
PEAK FLOW
RATE TABLE **
Q
Tc
Intensit
FP
Ap
FM
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
500.15
8.73
4.228
.66
.18
.12
117.78
2
526.14
10.10
3.874
.66
.18
.12
137.71
3
531.37
10.39
3.810
.66
.18
.12
141.82
4
531.83
10.41
3.804
.66
.18
.12
142.19
5
538.61
10.79
3.723
.66
.18
.12
147.70
6
560.14
12.05
3.485
.66
.18
.12
165.53
7
561.40
12.12
3.472
.66
.18
.12
166.60
8
563.65
12.26
3.448
.66
.18
.12
168.57
9
565.93
12.41
3.423
.66
.18
.12
170.64
10
584.85
13.69
3.227
.65
.18
.11
187.74
11
604.84
15.06
3.048
.65
.17
.11
205.73
12
624.69
16.73
2.861
.65
.17
.11
228.54
13
629.14
17.16
2.819
.65
.17
.11
234.14
14
634.10
17.72
2.764
.65
.17
.11
241.35
15
644.85
19.46
2.614
.64
.17
.11
261.66
16
645.50
19.64
2.599
.64
.17
.11
263.55
17
645.34
19.78
2.588
.64
.17
.11
264.80
18
645.07
19.88
2.581
.64
.17
.11
265.56
19
643.29
20.19
2.556
.64
.17
.11
267.69
20
636.70
21.10
2.490
.64
.17
.11
273.04
21
628.48
22.03
2.426
.64
.17
.11
277.58
22
617.13
23.22
2.351
.63
.17
.11
281.73
23
570.22
27.05
2.145
.62
.18
.11
288.98
24
551.92
28.62
2.074
.61
.18
.11
290.50
-----------------------------------------------------------------=------
END
OF RATIONAL METHOD
ANALYSIS
Page 7
Technical Appendix It
25-Year Rational Method Analysis
Derived
from
Storm Drain Basis of Design Sycamore Hills II
Tentative Tract No. 16495
RBF Consulting — February 2004
* Ye Ye Yr Yc Yr Y: Yc *Yr it Yr Yc4e Yc Yr it Y: Yr Yr Yc Yc Yc it Ye Yr Yr Yr ie YCYt Yr Yc Yr is Yr Yr Yc Yr Yr Yr * Yc Yr Yc * Ye Yc is Y: Yr *Yc Yc Yr Yr Yc Yr Yc Ye Yr * Yc Yr Ye Yc Yr Ye Yt Yr Yr is YCYr Yc *
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 * FAX (714) 259-0210
----------------------------------------------------------------------------
FILE NAME: F025AULB.DAT
TIME/DATE OF STUDY: 13: 9 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 = .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .920
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.330
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.0620
SLOPE OF INTENSITY DURATION CURVE = .6000
YI Yr Yr �•Yr Yr Yr Yr Yc Ye**Yr Yr Y: Yr Ye Yc it Yr Yr Yr*Yc**Yr Yr Yc*Yc°k***Yc Yr*Yc. Yc Yr Yc Yr Yc Yc Yc Yc Yc Yr is Yc Yr Yr Yr Yc Yr Ye Yc Yr Yr Y: Yr Yc Yr Yr Yr Yc Yt Yc Yc Ye**Yc Ye Ye
FLOW PROCESS FROM NODE 300.70 TO NODE 300.60 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) = 85.00
UPSTREAM ELEVATION(FEET) = 1066.50
DOWNSTREAM ELEVATION(FEET) = 1066.00
ELEVATION DIFFERENCE(FEET) = .50
TC(MIN.) = .304*[( 85.00** 3.00)/( .50)]** .20 = 5.020
25 YEAR RAINFALL INTENSITY (INCH/HR) = 4.705
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) _ .38
TOTAL AREA(ACRES) = .09 PEAK FLOW RATE(CFS) _ .38
Yc Yc Yr Yc Y: Yc Yc * * *Yr Yc Y: Yr Yr * Yc Yr *YcYc * �' � Yc *Yr Y.• Ye it * Yr Yr it Yr Yc Yr Yc YcY: Yr Yc Yc * * Ye Yc Yr is Yc s4Yr Yr Yc Yc Yt Yr Ye *Y: Yc Yr YrY:Yr it Yr Yr Yc is Yc Yr Yc Yc Ye Yt
FLOW PROCESS FROM NODE 300.60 TO NODE 300.10 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1066.00 DOWNSTREAM ELEVATION(FEET) = 1053.27
STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
Page 1
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
"TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.50
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .35
HALFSTREET FLOOD WIDTH(FEET) = 9.59
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15
PRODUCT OF DEPTH&VELOCITY = 1.10
STREET FLOW TRAVEL TIME(MIN.) = 3.18 TC(MIN.) = 8.20
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.506
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.06
EFFECTIVE AREA(ACRES) = 2.19 AREA -AVERAGED Fm(INCH/HR) _ .29
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .39
TOTAL AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) = 6.34
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.41
FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTHkVELOCITY = 1.49
kkkkkkiekkkkir itk kirkkkkkkkkkkilirkkkkkkkkkkkkkkkkkkkkkkkkkkkirkkkkkksYkkkkkkkkkkkkk
FLOW PROCESS FROM NODE 300.10 TO NODE 300.00 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 4.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.7
UPSTREAM NODE ELEVATION(FEET) = 1053.27
DOWNSTREAM NODE ELEVATION(FEET) = 1047.75
FLOW LENGTH(FEET) = 21.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.34
TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 8.21
ki.•kkkkkkkkkkkickkkkkkkiekkkkkkkkkkkk$rkkkkiriskkkkkkkkkkkkkkkkkkkkkkkkkkkkkki�kkirk
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 8.21
RAINFALL INTENSITY(INCH/HR) = 3.50
AREA -AVERAGED FM(INCH/HR) = .29
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .39
EFFECTIVE STREAM AREA(ACRES) = 2.19
TOTAL STREAM AREA(ACRES) = 2.19
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.34
irkkkkkirk kirk kkkirkkiek ifir kk>;kkkkkirkkkkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkki:kkkkitkkkkit it
FLOW PROCESS FROM NODE 300.50 TO NODE 300.40 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
Page 2
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 154.00
UPSTREAM ELEVATION(FEET) = 1062.90
DOWNSTREAM ELEVATION(FEET) = 1060.80
ELEVATION DIFFERENCE(FEET) = 2.10
TC(MIN.) = .389*[( 154.00** 3.00)/( 2.10)]** .20 = 6.887
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.892
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .73
TOTAL AREA(ACRES) = .23 PEAK FLOW RATE(CFS) _ .73
ick 4ckkkkkickkkitkkkkkkkkkkkkkir �4kkkkkkkkkk***kk*kir k ick it ick kkkkkkkkic iekkkkisk irkkir kk it k
FLOW PROCESS FROM NODE 300.40 TO NODE 300.30 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1060.80 DOWNSTREAM ELEVATION(FEET) = 1053.85
STREET LENGTH(FEET) = 143.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.32
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .28
HALFSTREET FLOOD WIDTH(FEET) = 6.22
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03
PRODUCT OF DEPTH&VELOCITY = 1.14
STREET FLOW TRAVEL TIME(MIN.) = .59 TC(MIN.) = 7.48
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.705
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) _ .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 3.19
EFFECTIVE AREA(ACRES) = 1.27 AREA -AVERAGED Fm(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .42
TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 3.88
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 7.91
FLOW VELOCITY(FEET/SEC.) = 4.76 DEPTH*VELOCITY = 1.51
k kkkkkkick ick kkkkkkkick i�kkkkk k�'c ickk*kkkis hick kickk*kirk ickkkkkkkkkkkkkicirk it is ickkkkkkickk
FLOW PROCESS FROM NODE 300.30 TO NODE 300.00 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 5.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.1
UPSTREAM NODE ELEVATION(FEET) = 1053.85
DOWNSTREAM NODE ELEVATION(FEET) = 1047.75
Page 3
FLOW LENGTH(FEET) = 138.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.88
TRAVEL TIME(MIN.) _ .25 TC(MIN.) = 7.73
*Yc Yt is Yt Yr Yc * Yr Ye Yr Yc Yc sY Yc Yr $c is Yr Yc Yt Yr * Yc * Yr *Yr Yr Yc Yc Yc Yc Ye Yc Yc Y: * Yr Yc YrYc Yc Yr Y: * * Yc Yt Yr Ye * Y: Yt Yc Yc Yr Yt kYc Yc Yc Yr Yc Yc Yr Yc Yt Yc YcYcYc is Yt Yc Yr
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 7.73
RAINFALL INTENSITY(INCH/HR) = 3.63
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .42
EFFECTIVE STREAM AREA(ACRES) = 1.27
TOTAL STREAM AREA(ACRES) = 1.27
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88
Yc Yc Yr Yc Yr Yc Y:***Y: Ye Yc Yric Yr Ye Yc Ye Yr is Yc Yc Yc Yr Yr Yc is Yc Yr 4r Ye*Ye Yc********Yc Yric Yc Yr Ye Yr YrYr Yc Ye*Yr Yc Ye Yc Yr*Yc Yr is Yc Yc is Yr Ye Yr it is Yc ie Yc Yc
FLOW PROCESS FROM NODE 300.90 TO NODE 300.80 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00
UPSTREAM ELEVATION(FEET) = 1062.90
DOWNSTREAM ELEVATION(FEET) = 1060.76
ELEVATION DIFFERENCE(FEET) = 2.14
TC(MIN.) = .389*[( 145.00** 3.00)/( 2.14)]** .20 = 6.617
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.987
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FMCINCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .75
TOTAL AREA(ACRES) = .23 PEAK FLOW RATE(CFS) _ .75
Yc Yr ;r * is Yr Yr Y: is * *Yc Yr Yr * Yc Yr Yc Yc is Yc *Yr YrYc Yc.Ye Yc * Y: * Yc is Yc Yc Yr * Yc Yt Yt Ye Yc Yc �Yc * Yt Yr Yr Yr *Yt k Yc Yc Yr Yc Yc * * Yr Yc is Yr Yc Yr Yr *Yr * Yr Yc Yr Yc Y: Ye
FLOW PROCESS FROM NODE 300.80 TO NODE 300.20 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1060.76 DOWNSTREAM ELEVATION(FEET) = 1053.25
STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.89
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .32
HALFSTREET FLOOD WIDTH(FEET) = 7.91
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.54
PRODUCT OF DEPTH&VELOCITY = 1.12
Page 4
STREET FLOW TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 7.89
25 YEAR RAINFALL INTENSITY (INCH/HR) = 3.588
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 4.29
EFFECTIVE AREA(ACRES) = 1.68 AREA -AVERAGED Fm(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) = 4.96
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 10.16
FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY = 1.47
4r it ir'.rii'.r fe ir*it is**ic**ir Ye it it*ie ie it it it it',e it it it it it it 4t 4e it it it 4r it fe �Y it'x �Y it ie is it ie *;r 4e it �c :e :e 4e 9: it it it it it it it x it it it it it it sF ie
FLOW PROCESS FROM NODE 300.20 TO NODE 300.00 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.) = 16.1
UPSTREAM NODE ELEVATION(FEET) = 1053.25
DOWNSTREAM NODE ELEVATION(FEET) = 1047.75
FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 4.96
TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 7.92
it ir$*ic it is de 4r 4r is it*ir*4: dt sY it it it it it it*it 4t is ir**iti: it it 3t sY it it 4r 4r 4r 4c it it s4 is fr 4t �Y is is it :r it it it it*ic *4t is it s4*9r *it it 4r 9r*4:4t :e
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 7.92
RAINFALL INTENSITY(INCH/HR) = 3.58
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 1.68
TOTAL STREAM AREA(ACRES) = 1.68
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.96
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 15.00
7.73
3.631
.75
.40
.30
4.97
2 14.90
8.21
3.502
.75
.40
.30
5.14
3 15.03
7.92
3.579
.75
.40
.30
5.06
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.03 TC(MIN.) = 7.919
EFFECTIVE AREA(ACRES) = 5.06 AREA -AVERAGED Fm(INCH/HR) _ .30
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .40
TOTAL AREA(ACRES) = 5.14
Page 5
it it it it ie:4 it it fir ie it it it it ie�it is ic�ic is it is sY ie is is it is ie it is*ie it is is it is ie is is is ie it ie*ie it it is it ie it is is it it*ic it it ie it it ie it ie is ie is is it is
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 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 18.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.2
UPSTREAM NODE ELEVATION(FEET) = 1047.75
DOWNSTREAM NODE ELEVATION(FEET) = 1045.88
FLOW LENGTH(FEET) = 467.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES r 1
PIPE-FLOW(CFS) = 15.03
TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 9.41
is �• it it is it it it is is is it ie ie it ie it is is it irir it it ie is is is * it is icirir ie it it it is is it is it is it ie it is it is it it it it it ie it it is it ie is is is it it it it is is it it it is ic:4
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM l ARE:
TIME OF CONCENTRATION(MIN.) = 9.41
RAINFALL INTENSITY(INCH/HR) = 3.23
AREA -AVERAGED Fm(INCH/HR) = .30
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .40
EFFECTIVE STREAM AREA(ACRES) 5.06
TOTAL STREAM AREA(ACRES) = 5.14
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.03
icyici;ieir***itiririric*isiririciri;iticir**itieiririciciciritirieic.4ricicitir*isiririririric**iriedr*ire*ir*ic**irir**iritir**�.::
FLOW PROCESS FROM NODE 301.60 TO NODE 301.50 IS CODE = 2.1
------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3. 00) /(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00
UPSTREAM ELEVATION(FEET) = 1062.10
DOWNSTREAM ELEVATION(FEET) = 1060.25
ELEVATION DIFFERENCE(FEET) = 1.85
TC(MIN.) = .389*[( 123.00** 3.00)/( 1.85)]** .20 = 6.172
25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.157
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .48
TOTAL AREA(ACRES) = .14 PEAK FLOW RATE(CFS) _ .48
�•ic ir:r is ic'.:i:',.•::*ic4:*ism*R•:c'.rit:ci;i:i•***S:*ir*ir *i: is irsY it *ir R•iri: is k*ir�•ic'..•ic is icy*iri:s: is is ?c it is****i: is :r is :; it *:';
FLOW PROCESS FROM NODE 301.50 TO NODE 301.10 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1060.25 DOWNSTREAM ELEVATION(FEET) = 1052.83
STREET LENGTH(FEET) = 238.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
Page 6
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
##TRAVEL. TIME COMPUTED USING MEAN FLOW(CFS) = 1.34
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .25
HALFSTREET FLOOD WIDTH(FEET) = 4.53
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.39
PRODUCT OF DEPTH&VELOCITY = .84
STREET FLOW TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 7.34
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.746
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) _ .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = .56 SUBAREA RUNOFF(CFS) = 1.74
EFFECTIVE AREA(ACRES) _ .70 AREA -AVERAGED FM(INCH/HR) _ .32
AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .42
TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 2.16
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .29 HALFSTREET FLOOD WIDTH(FEET) = 6.78
FLOW VELOCITY(FEET/SEC.) = 3.33 DEPTH#VELOCITY = .98
#####ic#######iv#######�##########ie#######ir###:r##ic############�•#fir##ir####ir##sY##
FLOW PROCESS FROM NODE 301.10 TO NODE 301.00 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 2.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.4
UPSTREAM NODE ELEVATION(FEET) = 1052.83
DOWNSTREAM NODE ELEVATION(FEET) = 1045.88
FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.16
TRAVEL TIME(MIN.) _ .05 TC(MIN.) = 7.40
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) =
7.40
RAINFALL INTENSITY(INCH/HR) =
3.73
AREA -AVERAGED FM(INCH/HR) =
.32
AREA -AVERAGED Fp(INCH/HR) =
.75
AREA -AVERAGED Ap = .42
EFFECTIVE STREAM AREA(ACRES)
_ .70
TOTAL STREAM AREA(ACRES) =
.70
PEAK FLOW RATE(CFS) AT CONFLUENCE
= 2.16
####iei:#####dr ir#########f:#:####�4##############ir it#######################i.•#ir it##ic#
FLOW PROCESS FROM NODE 301.40 TO NODE 301.30 IS CODE = 2.1
----------------------------------------------------------------------------
Page 7
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00
UPSTREAM ELEVATION(FEET) = 1062.40
DOWNSTREAM ELEVATION(FEET) = 1060.46
ELEVATION DIFFERENCE(FEET) = 1.94
TC(MIN.) = .389*[( 177.00** 3.00)/( 1.94)]** .20 = 7.606
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.667
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .89
TOTAL AREA(ACRES) = .30 PEAK FLOW RATE(CFS) _ .89
****4: '.r **:c'..•*ir it ir* �•4r*ir*4r is t: it it it sY is Ye:rir*it it it it is do is kxic**:r is it �r Y it is it 4r it it ic'.c 4c ic:r it it iric 4c Yc ie is dc'c is it it 4r it it
FLOW PROCESS FROM NODE 301.30 TO NODE 301.20 IS CODE = 6
------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1060.46 DOWNSTREAM ELEVATION(FEET) = 1052.77
STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.72
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .35
HALFSTREET FLOOD WIDTH(FEET) = 9.59
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35
PRODUCT OF DEPTH&VELOCITY = 1.17
STREET FLOW TRAVEL TIME(MIN.) = 1.59 TC(MIN.) = 9.20
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.272
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.62
EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED FM(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 6.40
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 11.84
FLOW VELOCITY(FEET/SEC.) = 4.02 DEPTH*VELOCITY = 1.59
�•:k*::4t*'.c�•'r**'t 4c i:4r:4**ir is is*fr**Yc'rdc.*4r*ir Yr is 4r it it is �r fc*4r*.'t 4r is it it it****4c.**ir**4t*ic is �c irX***it is*�.:'.c *4:.
FLOW PROCESS FROM NODE 301.20 TO NODE 301.00 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 4.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.5
UPSTREAM NODE ELEVATION(FEET) = 1052.77
Page 8
DOWNSTREAM NODE ELEVATION(FEET) = 1045.88
FLOW LENGTH(FEET) = 27.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPE-FLOW(CFS) = 6.40
TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 9.22
it is is it it is it is it is it is it it t: ie is is it is fr it it ie is it ir&ir is it it it it it ie it it it is ie is is is itit it is is it is is is is is is is is it ie it it is it it it is it is ie is it it it i:Ye
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 9.22
RAINFALL INTENSITY(INCH/HR) = 3.27
AREA -AVERAGED Fm(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 2.40
TOTAL STREAM AREA(ACRES) = 2.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.40
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/H�
(INCH/HR)
(INCH/HR)
(ACRES)
1
22.00 7.40
3.729
.75
.41
.31
6.61
2
23.26 9.23
3.266
.75
.41
.31
8.07
3
23.18 9.41
3.227
.75
.41
.31
8.16
4
22.89 9.71
3.167
.75
.41
.31
8.24
5
23.26 9.22
3.267
.75
.41
.31
8.07
COMPUTED
CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
23.26
TC(MIN.) =
9.221
EFFECTIVE
AREA(ACRES)
8.07
AREA -AVERAGED
Fm(INCH/HR) _
.31
AREA -AVERAGED
Fp(INCH/HR)
_ .75
AREA -AVERAGED
Ap = .41
TOTAL
AREA(ACRES) =
8.24
sY.i:**it*ic it 4c �Y is*ir is it*ir it*ir it it it is*ic it is is it it it ie is is is is it it it it it it is it it ic•k it it is i:i:ic is is it it it it ie is is is is it it is is it is sY is it ick
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 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 23.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.7
UPSTREAM NODE ELEVATION(FEET) = 1045.88
DOWNSTREAM NODE ELEVATION(FEET) = 1043.16
FLOW LENGTH(FEET) = 681.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 23.26
TRAVEL TIME(MIN.) = 1.99 TC(MIN.) = 11.21
*i; is i; *�Y it*ie is is is is �•i: ie �: it R•*ic*':**:tic*****i:ir�..•ic it ic:es:*iri:ir*:'r4;�•�r�•*9t*:c�•':it�•fc�•:r 4: 4r is it**it i; it �Y �.•4r**ic
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
Page 9
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.21
RAINFALL INTENSITY(INCH/HR) = 2.91
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 8.07
TOTAL STREAM AREA(ACRES) = 8.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.26
is is ie ie ie it ie it ie is ie ie it it it stir it it ie is it is it it ie ie is ie it it it is ie it sY it it it it it is it it it it it ie it#ir is it iric is it is it it is it it ie it it it is ie it is it is it it it
FLOW PROCESS FROM NODE 302.40 TO NODE 302.30 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 128.00
UPSTREAM ELEVATION(FEET) = 1060.20
DOWNSTREAM ELEVATION(FEET) = 1058.41
ELEVATION DIFFERENCE(FEET) = 1.79
TC(MIN.) = .389*[( 128.00** 3.00)/( 1.79)] ** .20 = 6.364
25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.081
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .50
TOTAL AREA(ACRES) = .15 PEAK FLOW RATE(CFS) _ .50
is it is it it it it is it is it it is it it it it*ir it it it it it it ie it it ie is*it is ie is it ie ie it it ie*ir it it it it it it it sY is it sY is it it itit it it it it is is is it it it is sY is is it it it
FLOW PROCESS FROM NODE 302.30 TO NODE 302.10 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1058.41 DOWNSTREAM ELEVATION(FEET) = 1046.00
STREET LENGTH(FEET) = 619.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
"TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.08
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .34
HALFSTREET FLOOD WIDTH(FEET) = 9.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.07
PRODUCT OF DEPTH&VELOCITY = 1.04
STREET FLOW TRAVEL TIME(MIN.) = 3.36 TC(MIN.) = 9.73
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.164
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 5.05
EFFECTIVE AREA(ACRES) = 2.11 AREA -AVERAGED FM(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 5.43
END OF SUBAREA STREET FLOW HYDRAULICS:
Page 10
DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 11.84
FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH*VELOCITY = 1.35
YriririririsYr�'rir'.riririririciricititir�'t9ric9tic�Ylc.*9tkicitirir�'cic*4c4c1ciricYticiriCititiririciticYciclYititir4r4cic4rir4r4tir4ritirYrir4rirsY4e
FLOW PROCESS FROM NODE 302.10 TO NODE 302.00 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 6.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.3
UPSTREAM NODE ELEVATION(FEET) = 1046.00
DOWNSTREAM NODE ELEVATION(FEET) = 1043.16
FLOW LENGTH(FEET) = 78.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.43
TRAVEL TIME(MIN.) _ .14 TC(MIN.) = 9.87
is is is it it is � is it is it is it it i; it is itir ie ie it it is it it is ie is is it * sY is it it is is is is it ie *ir ie is is it it it it it ie ie $tir it is it is it it is is is ie ie is it is ie * it it ie ie
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 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.) = 9.87
RAINFALL INTENSITY(INCH/HR) = 3.14
AREA -AVERAGED Fm(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 2.11
TOTAL STREAM AREA(ACRES) = 2.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.43
�': �•*ic**ic it is***ir*ir it*it•k*4c is****ic s4 is it*ir it is ie ic**ir*ic it it it*ic is is sY it it it stir it*'�Y it it it it is is it it it icic*ie is***ir �•
FLOW PROCESS FROM NODE 302.60 TO NODE 302.50 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 176.00
UPSTREAM ELEVATION(FEET) = 1062.60
DOWNSTREAM ELEVATION(FEET) = 1060.75
ELEVATION DIFFERENCE(FEET) = 1.85
TC(MIN.) = .389*[( 176.00** 3.00)/( 1.85)]** .20 = 7.653
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.654
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .77
TOTAL AREA(ACRES) = .26 PEAK FLOW RATE(CFS) _ .77
is**ir it is it*ic it is is is is it is is*ic it is is is**i; it it it it ir^k sY Yc is it is it sY it is is it it is is**it it it it is icic it is it sY it is is :Y *ic it is i.•ir is is *i: 'c is i;
FLOW PROCESS FROM NODE 302.50 TO NODE 302.20 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1060.75 DOWNSTREAM ELEVATION(FEET) = 1046.24
Page 11
STREET LENGTH(FEET) = 959.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.41
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .38
HALFSTREET FLOOD WIDTH(FEET) = 11.28
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01
PRODUCT OF DEPTH&VELOCITY = 1.16
STREET FLOW TRAVEL TIME(MIN.) = 5.30 TC(MIN.) = 12.96
25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.664
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) _ .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 3.34 SUBAREA RUNOFF(CFS) = 7.11
EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED FM(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 7.64
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 14.09
FLOW VELOCITY(FEET/SEC.) = 3.51 DEPTH*VELOCITY = 1.55
FLOW PROCESS FROM NODE 302.20 TO NODE 302.00 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.) = 14.8
UPSTREAM NODE ELEVATION(FEET) = 1046.24
DOWNSTREAM NODE ELEVATION(FEET) = 1043.16
FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.64
TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 12.99
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 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.) = 12.99
RAINFALL INTENSITY(INCH/HR) = 2.66
AREA -AVERAGED FM(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 3.60
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.64
Page 12
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 34.21 9.40
3.230
.75
.41
.31
11.22
2 34.73 9.87
3.137
.75
.41
.31
11.83
3 35.53 11.21
2.905
.75
.41
.31
13.29
4 35.53 11.22
2.904
.75
.41
.31
13.29
5 35.44 11.41
2.876
.75
.41
.31
13.43
6 35.12 11.71
2.831
.75
.41
.31
13.59
7 33.49 12.99
2.660
.75
.41
.31
13.95
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
35.53
TC(MIN.) =
11.212
EFFECTIVE AREA(ACRES) =
13.29
AREA -AVERAGED
FM(INCH/HR) _
.31
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED
Ap = .41
TOTAL AREA(ACRES) =
13.95
ie i::': *4: it it*ir �Y* �•*h ir�ir 4c� �Yf:4r it 9c is is*9c is 4c'.r ii it ie fr it i:ir�'r �r 4c i:�r�'i it 4r it 4r it*die it sY is ie ie it it it is �'c it it is 4r*ie fr oY 9r is it Pc 7e it
FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 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 26.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4
UPSTREAM NODE ELEVATION(FEET) = 1043.16
DOWNSTREAM NODE ELEVATION(FEET) = 1042.19
FLOW LENGTH(FEET) = 242.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 35.53
TRAVEL TIME(MIN.) _ .63 TC(MIN.) = 11.84
is****ic �i: it is*�:**it it is i:'.c it �k is*ir�ic is is is*:kir*ir is *ic it*:Y is is i:*�•4c it*4c i:'.'iris**i:ic:t�:r *ir �c it �':c fir �"**ir it is 9c is
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 11.84
RAINFALL INTENSITY(INCH/HR) = 2.81
AREA -AVERAGED Fm(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 13.29
TOTAL STREAM AREA(ACRES) = 13.95
PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.53
is it is it i.•is ie isi:iri:�•ici:*iri:*i:*ic�•****ir it is it sY is*ir is it it*ir**ie it**ir °k ie is it 4:**ie*iris*f: *ir*sic is is �*ir s; it it is s; ir'.:
FLOW PROCESS FROM NODE 303.60 TO NODE 303.50 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00
UPSTREAM ELEVATION(FEET) = 1055.90
DOWNSTREAM ELEVATION(FEET) = 1054.15
ELEVATION DIFFERENCE(FEET) = 1.75
Page 13
TC(MIN.) = .389*[( 177.00** 3.00)/( 1.75)]** .20 = 7.765
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.622
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .76
TOTAL AREA(ACRES) = .26 PEAK FLOW RATE(CFS) _ .76
it is is it it it is is ir*ir ie is ie it is is is it it i:i: is is Yr is ie'lc ie is it it it ic'k is it i:i: is Yc is it is it it ie it it is it it is ie itir is it it is is ie it is is it it is it it is is it is is is
FLOW PROCESS FROM NODE 303.50 TO NODE 303.10 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1054.15 DOWNSTREAM ELEVATION(FEET) = 1046.17
STREET LENGTH(FEET) = 359.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.70
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .32
HALFSTREET FLOOD WIDTH(FEET) = 7.91
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31
PRODUCT OF DEPTH&VELOCITY = 1.05
STREET FLOW TRAVEL TIME(MIN.) = 1.81 TC(MIN.) = 9.57
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.194
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 3.88
EFFECTIVE AREA(ACRES) = 1.75 AREA -AVERAGED FM(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 4.54
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 10.16
FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY = 1.34
�; it it*ir is*i::;i: �i:i: it it it it 4r::;:i:i: is ie k**i: it tr*ir ie::*ir*ie**i: ir�ir it it is it it ie*�•i; it ie is ki:i: is icy:: it it ;r it it it i; is*�•�•i: is
FLOW PROCESS FROM NODE 303.10 TO NODE 303.00 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 4.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.0
UPSTREAM NODE ELEVATION(FEET) = 1046.17
DOWNSTREAM NODE ELEVATION(FEET) = 1042.19
FLOW LENGTH(FEET) = 46.00 MANNING`S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.54
TRAVEL TIME(MIN.) .06 TC(MIN.) 9.64
': is :: it it i.•it is is i:i:ieY:i;i:***i:i:i:i:'..•***ir it*iri:*ici:i:i:i:it*icR•i: it it it is*'.c it it***ic':iti:ic***ic it is*ir k it*'.: it :.•i: it :c is
Page 14
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 9.64
RAINFALL INTENSITY(INCH/HR) = 3.18
AREA -AVERAGED Fm(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 1.75
TOTAL STREAM AREA(ACRES) = 1.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54
is is it it is it it it it it is it it it is is is is is it is is is is is it ie it is it is is is is is it it it it it it ie it it it is it it it is is it it it it is is it is it is is it is is is it it is * is is is it is it
FLOW PROCESS FROM NODE 303.40 TO NODE 303.30 IS CODE = 2.1
---------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE
TC = K*[(LENGTH** 3. 00) /(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 181.00
UPSTREAM ELEVATION(FEET) = 1056.00
DOWNSTREAM ELEVATION(FEET) = 1054.16
ELEVATION DIFFERENCE(FEET) = 1.84
TC(MIN.) = .389*[( 181.00** 3.00)/( 1.84)]** .20 = 7.791
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.615
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) _ .70
TOTAL AREA(ACRES) = .24 PEAK FLOW RATE(CFS) _ .70
it it is is irir it sY*ir it it is it it is is it**ic is it**it ie is it*ic it***it it it**it it*it k is is it**ie is is is it it is is is it *ir it it it it it it it it is**ir*�•
FLOW PROCESS FROM NODE 303.30 TO NODE 303.20 IS CODE = 6
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
UPSTREAM ELEVATION(FEET) = 1054.16 DOWNSTREAM ELEVATION(FEET) = 1046.00
STREET LENGTH(FEET) = 384.00 CURB HEIGHT(INCHES) = 8.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
"TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.51
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) _ .32
HALFSTREET FLOOD WIDTH(FEET) = 7.91
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08
PRODUCT OF DEPTH&VELOCITY = .97
STREET FLOW TRAVEL TIME(MIN.) = 2.08 TC(MIN.) = 9.87
25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.137
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3000
SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75
SUBAREA PERVIOUS AREA FRACTION, Ap = .40
Page 15
SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) = 3.63
EFFECTIVE AREA(ACRES) = 1.66 AREA -AVERAGED Fm(INCH/HR) _ .31
AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41
TOTAL AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) = 4.22
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 10.16
FLOW VELOCITY(FEET/SEC.) = 3.46 DEPTH*VELOCITY = 1.25
icir is it is it is sY is ie it is it is is is is * is it is it it is it it it it it it it sY it it it it is it ^h it iric it it ie is is is it sY is it irit itx * it it it it it it it * it it is icit is is sY itit it
FLOW PROCESS FROM NODE 303.20 TO NODE 303.00 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 4.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6
UPSTREAM NODE ELEVATION(FEET) = 1046.00
DOWNSTREAM NODE ELEVATION(FEET) = 1042.19
FLOW LENGTH(FEET) = 46.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.22
TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 9.93
*it iticir�icits4iritit*iris*ir*it*it**icicitit it itic*icieicititiricitititiciciciciticitiricicir*iriciririririritititicir***iririeitir*icic
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 9.93
RAINFALL INTENSITY(INCH/HR) = 3.12
AREA -AVERAGED Fm(INCH/HR) = .31
AREA -AVERAGED Fp(INCH/HR) = .75
AREA -AVERAGED Ap = .41
EFFECTIVE STREAM AREA(ACRES) = 1.66
TOTAL STREAM AREA(ACRES) = 1.66
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.22
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
Q Tc
Intensity
Fp
Ap
FM
Ae
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(INCH/HR)
(ACRES)
1
42.47 9.64
3.182
.75
.41
.31
14.14
2
42.82 10.03
3.106
.75
.41
.31
14.63
3
43.09 10.50
3.022
.75
.41
.31
15.24
4
43.24 11.84
2.812
.75
.41
.31
16.70
5
43.23 11.85
2.811
.75
.41
.31
16.70
6
43.06 12.04
2.784
.75
.41
.31
16.84
7
42.62 12.34
2.743
.75
.41
.31
17.00
8
40.50 13.63
2.585
.75
.41
.31
17.36
9
42.76 9.93
3.124
.75
.41
.31
14.52
COMPUTED
CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
43.24
TC(MIN.) =
11.842
EFFECTIVE
AREA(ACRES)
= 16.70
AREA -AVERAGED
FM(INCH/HR) _
.31
AREA -AVERAGED
Fp(INCH/HR)
_ .75
AREA -AVERAGED
Ap = .41
TOTAL
AREA(ACRES) =
17.36
Page 16
it Yr Ye Yc * Ye Yr ie Yr Ye Yr Yc Yr Yr *Yc Ye Yr * Yc Yr Yc Yr Yr Ye Yc Yr Yr Yr Yc Ye Ye Ye it Yc * YcYc Yc it Ye Ye Yr it *Yc Yr *Yr Yc * Ye Yrie fr Yc Yr ie Yc Yc Yc Ye Yr Ye Yr Yr Ye Ye Yr Ye Ye Yc Ye Yc Yr Ye
FLOW PROCESS FROM NODE 303.00 TO NODE 400.00
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 28.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) =
6.7
UPSTREAM NODE ELEVATION(FEET) =
1042.19
DOWNSTREAM NODE ELEVATION(FEET) =
1041.27
FLOW LENGTH(FEET) = 230.00 MANNING'S
N = .013
ESTIMATED PIPE DIAMETER(INCH) =
39.00 NUMBER
OF PIPES = 1
PIPE-FLOW(CFS) = 43.24
TRAVEL TIME(MIN.) _ .57 TC(MIN.)
= 12.41
---------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 17.36
TC(MIN.) =
12.41
EFFECTIVE AREA(ACRES) = 16.70
AREA -AVERAGED
FM(INCH/HR)=
.31
AREA -AVERAGED Fp(INCH/HR) _ .75
AREA -AVERAGED
Ap = .41
PEAK FLOW RATE(CFS) = 43.24
PEAK FLOW RATE TABLE **
Q TC Intensit
Fp Ap
FM
Ae
(CFS) (MIN.) (INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1 42.47 10.21 3.074
.75 .41
.31
14.14
2 42.76 10.50 3.021
.75 .41
.31
14.52
3 42.82 10.60 3.004
.75 .41
.31
14.63
4 43.09 11.07 2.928
.75 .41
.31
15.24
5 43.24 12.41 2.733
.75 .41
.31
16.70
6 43.23 12.42 2.733
.75 .41
.31
16.70
7 43.06 12.61 2.708
.75 .41
.31
16.84
8 42.62 12.91 2.670
.75 .41
.31
17.00
9 40.50 14.20 2.521
.75 .41
.31
17.36
- -------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
Page 17
Yr is Yc �Y Yr Yr is it Ye Yr Ye it Yc Yr Yr * it * it Ye Ye Yc Yc Yr Ye is Yr Yr Ye Yc is *Yr Yc Yc ie Yr Ye Yr it Yc YCYc it Yc Ye Yr * is Yc ie Ye Yc * Yr Ye * is it Y; Yr it it Yc Ye Yc * Yr Yc Yc it * Ye Yc Ye it
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.
15101 RED HILL AVENUE
TUSTIN, CALIFORNIA 92780-6500
PHONE (714) 259-7900 it FAX (714) 259-0210
----------------------------------------------------------------------------
FILE NAME: F025SRAB.DAT
TIME/DATE OF STUDY: 13:15 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 = .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .920
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.330
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.0620
SLOPE OF INTENSITY DURATION CURVE = .6000
'.c �•i: is Y: is Yr Yr � is Y: Yr Yc is*Yr***i: Yr****'.c Y�ir it Yc *4r* is Yc*Yc*ic Yr*Yc Yr Ye Yr*i: *ie Yr Yr*ir Yr**** �•ie ie is Yr Ye Yr***Y: Yc Yr*Yr *Yr Yr
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 15
--------------------------------------------
»»>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK #
1 DEFINED
AS FOLLOWS:
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 218.85
18.25
.556
.16
.087
116.05
2 219.71
18.68
.555
.16
.087
118.27
3 220.13
19.60
.552
.16
.088
122.11
4 219.05
20.50
.548
.16
.088
125.04
5 204.52
25.66
.517
.18
.092
134.81
6 199.00
27.25
.511
.18
.093
136.34
TOTAL AREA =
136.34
Y:Yr*'.:i.•Yr Yt;;;;;;i: irYrir***ir*Yt Ye**:4*Yr irY: Yt Yr Yr Yc Yc Yc ir***it**Yc**it**ic***«Yr**Y:Yci:**ir Yc Yr it Yr it*Yr Y: Yr is Yr Ye*ir is
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 AS FOLLOWS:
Q(CFS)
Tc(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 218.85
18.25
.556
.16
.087
116.05
2 219.71
18.68
.55.5
.16
.087
118.27
3 220.13
19.60
.552
.16
.088
122.11
4 219.05
20.50
.548
.16
.088
125.04
5 204.52
25.66
.517
.18
.092
134.81
Page 1
6 199.00 27.25 .511 .18 .093 136.34
TOTAL AREA = 136.34
it i<Yr Yc it Yr Yt is is Yt is it Yr Yc Yr is i<Yr Yt Yt is Yr Yc Yt Yt i� Yt Yr it Yt Yc Yt it is ie it it i< Ye ie it it it it Ye Ye it is Yt Ye Yt Yr Yt is ie Ye it ie it ie Yr is ie ie it Y� is Yc ie Ye Yr & it Yr Yr Yr
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE= 12
-----------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
Yc it Ye Yc it it Y<Yc Ye Yr is it Yc it is Ye Yr Yt is it it Y: Yc Ye it Ye Yc it it it it Yr it Yc Yt is it Yc it it it Ye Yr it i<ir Ye Ye Yc i< ie ie is * sY is it ie Y: Yc Yc it ie Yr is i<Y:Yc Yr is ie Yr it Y: Yr ie
FLOW PROCESS FROM NODE 10.00 TO NODE 34.00 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 36.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 21.4
UPSTREAM NODE ELEVATION(FEET) = 1075.90
DOWNSTREAM NODE ELEVATION(FEET) = 1039.50
FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 220.13
TRAVEL TIME(MIN.) = .93 TC(MIN.) = 20.53
Yr Y: Yc r i; 4: Yr it i< is Y: is it it it Yc it is it Yr Y: Y: icir it Yt it Yt is Yr * it Yr Yr it is it Yt Yc is it it Yr Yr it i<* Y: Ye it i< it Yr Yt Yiir it Yr it is Ye Yr Yt is is Ye Yr i<Yc Ye Yc i< is i<Yc it
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
Yc it � t it it is i; Ye it � Yr Yr is it is Yt Yr i; it & it Yt ie is it �YYe Yc � Y: Yr i< it Yc Yr is is i<ir Yt it is is it Yc Y: Yr Yr Yc Yr Ye Ye it Yt Yc i<is it Yc & it � � � Yr it i:Yt it � is Ye it it it
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 15
----------------------------------------------------------------------------
>>>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK #
1 DEFINED
AS FOLLOWS:
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 143.76
7.59
.685
.16
.108
43.13
2 171.75
14.06
.681
.16
.111
73.33
3 180.29
16.31
.678
.17
.113
85.34
4 181.54
16.79
.677
.17
.113
87.64
5 182.82
18.59
.674
.17
.115
94.54
6 182.42
18.94
.673
.17
.116
95.54
7 180.61
19.32
.672
.17
.117
95..97
TOTAL AREA =
95.97
Yr it it it it is it it is irit is Y: it it it Y: �'.c Yr Yr Yr i<� it Ye Yc it it ie it i<i; Yc it it it Ycir it it it it it is it it it ie Yt it Yc Y<Yr i<Yr Yr iv :r it Y: it is it it ie i; is it i< it ie'.: i< it Y:
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 14
----------------------------------------------------------------------------
»»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««<
***MEMORY BANK # 2 IS EMPTY AND CAN NOT BE
COPIED ONTO MAIN -STREAM MEMORY - PROCESS IGNORED.***
.,i:Y: it isa Yr i;iti:Y: Ye is i:�ir i<Yr it Yc it*ic-ki<�i; Yc is �•Yr Yr ie i;�i: is it it sir Y:ir�-k it i; Yr�i: Y: i<i: is �Yc Yc�Yr it �'i; �Y�ir�� �•ir is is is*�Yc is
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 12
----------------------------------------------------------------------------
Page 2
f`
»»>CLEAR MEMORY BANK # 2 ««<
***MEMORY BANK # 2 IS EMPTY - PROCESS IGNORED.***
is is is it is it ie is it it ie is is is is is it it is ie is * it it it it ie i� is is is is is ie is is is it is ie is is is * it is ie irir is is it it it is ie ie is is ic-ic *. is is is *ic it is is iric ie is is it
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
ir* PEAK FLOW
RATE TABLE **
Q
Tc
Intensit
Fp
AP
FM
Ae
(CFS)
(MIN.)
(INCH/HR�
(INCH/HR)
(INCH/HR)
(ACRES)
1
400.14
19.18
2.105
.61
.16
.10
211.86
2
398.58
19.62
2.077
.61
.16
.10
214.24
3
393.91
20.53
2.021
.61
.17
.10
218.08
4
388.11
21.43
1.970
.60
.17
.10
221.01
5
351.73
26.60
1.730
.58
.18
.10
230.78
6
340.72
28.22
1.670
.58
.18
.10
232.31
7
297.62
7.59
3.670
.62
.16
.10
89.08
8
366.43
14.06
2.537
.62
.16
.10
158.37
9
386.22
16.31
2.320
.61
.16
.10
184.02
10
389.73
16.79
2.280
.61
.16
.10
189.23
11
399.14
18.59
2.145
.61
.16
.10
207.05
12
400.26
18.94
2.121
.61
.16
.10
210.17
13
399.74
19.32
2.096
.61
.16
.10
212.73
TOTAL AREA
= 232.31
COMPUTED
CONFLUENCE
ESTIMATES
ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS)
=
400.26
TC(MIN.) =
18.945
EFFECTIVE AREA(ACRES)
= 210.17
AREA -AVERAGED
FM(INCH/HR) _
.10
AREA -AVERAGED
Fp(INCH/HR)
_ .61
AREA -AVERAGED
Ap = .16
TOTAL
AREA(ACRES) =
232.31
***ic ie it is*ic it is it is it*ic*ic*.is is ie is sY it is is is is*ic it*ir is it it is is it is it ie it is it is it s4 is it it it is ie is ie is it it it is is is it it is ie ie is it it is is is is
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 12
------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
•ir*�Yiliricir*icir*irie-kiricirie*irieic*'.r*iciciric*iricic*ir*iesY*iriciririciciricieicicicsYirici�icirie*iririr'.ririri;iricir*icirieicsY
FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 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 67.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6
UPSTREAM NODE ELEVATION(FEET) = 1039.50
DOWNSTREAM NODE ELEVATION(FEET) = 1039.40
FLOW LENGTH(FEET) = 25.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 400.26
TRAVEL TIME(MIN.) = .04 TC(MIN.) = 18.98
ic:ic�•ic*it it fc is it ic°k is ie is is it it*ic ic�ic*ie •k it is it is is it it is is is ie ic* is is*ic sY ir*ic**ic it is is*ie icir it is is*ic is is is it is it it it it it*icic is
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 10
----------------------------------------------------------------------------
>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
Page 3
ie ie it it it is it it it ie it ie is & it ie ie ie is is it qe it is it is it it ie s4 it is it ie it it ie * it is ie is it it it it is ie it it is it ie ie ie ie it ie it it is is ie is it ie ie it ie ie is is ie it irir
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 15
----------------------------------------------------------------------------
»»>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK # 1 DEFINED AS FOLLOWS:
Q(CFS) TC(MIN.) Fp(INCH/HR) AP Fm(INCH/HR) Ae(ACRES)
1 67.98 14.06 .750 .10 .075 30.48
2 71.61 20.69 .750 .10 .075 40.83
TOTAL AREA = 40.83
�• is it is is it it ie. it is it it is*ir ie it it it is it it it is is is is it it is it is is it it it ie it ie ie is is sY is it is is it ie it is is it is it iciric is it it it ie is it ie it is is is is is it it it it
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 14
----------------------------------------------------------------------------
»»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««<
***MEMORY BANK # 2 IS EMPTY AND CAN NOT BE
COPIED ONTO MAIN -STREAM MEMORY - PROCESS IGNORED.***
is it it it**ic is*i: is is it it it it is is*ic it ic*iris*it is is it it it is*ir ie it *ir it it is it it is it is is is is is ie is is is is ie it is is ie is it it is it is is ie it*ir it R�:Y it
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 2 ««<
-----------------------------------------------------
***MEMORY BANK # 2 IS EMPTY - PROCESS IGNORED.***
..*ic is*ir is ici: it is �•4c ie is is**ie is it is it it it***ir is it is*ic is it*ic is ie it it sY it ie ie is is it it it it it is is it it is it irir it*ic it it icic*ir it is *ir it is
FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 I5 CODE = 3
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
DEPTH OF FLOW IN 72.0 INCH PIPE IS 57.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.6
UPSTREAM NODE ELEVATION(FEET) = 1052.00
DOWNSTREAM NODE ELEVATION(FEET) = 1039.40
FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 400.26
TRAVEL TIME(MIN.) = 1.21 TC(MIN.) = 20.19
is is �ti it ie it it is*ir ie ie it is it it it is*fit it*ic is �Y it is is it sY it it ie it is is ie**it is is is is it it is ie:**ic it*it it ie it is ie *ie it is it is it it is it it i.•*ic*ic
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11
------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
** PEAK FLOW RATE TABLE **
Q
Tc
Intensity
Fp
Ap
Fm
Ae
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(INCH/HR)
(ACRES)
1 354.71
8.92
3.333
.63
.15
.09
108.42
2 435.11
15.33
2.408
.63
.15
.09
190.83
3 456.12
17.55
2.220
.63
.15
.10
219.95
4 459.89
18.03
2.185
.63
.15
.10
225.91
5 470.29
19.84
2.063
.63
.15
.10
246.54
6 471.60
20.19
2.042
.63
.15
.10
250.21
7 471.60
20.42
2.027
.63
.15
.10
252.27
8 471.28
20.56
2.019
.63
.15
.10
253.35
Page 4
9 469.84 20.86
2.002
.62
.15
.10
255.07
10 463.29 21.77
1.951
.62
.16
.10
258.91
11 455.75 22.68
1.904
.62
.16
.10
261.84
12 411.16 27.88
1.682
.60
.16
.10
271.61
13 398.08 29.50
1.626
.59
.17
.10
273.14
14 420.72 14.06
2.537
.63
.15
.09
175.06
15 470.84 20.69
2.011
.63
.15
.10
254.23
TOTAL AREA = 273.14
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
471.60
TC(MIN.) =
20.421
EFFECTIVE AREA(ACRES) =
252.27
AREA -AVERAGED
FM(INCH/HR) _
.10
AREA -AVERAGED Fp(INCH/HR)
= .63
AREA -AVERAGED
Ap .15
TOTAL AREA(ACRES) = 273.14
isir4ritiri:irte4r�;icy:l�':4:ir�i:4r4rit4ris4t�Y:r&ieic#sYirir4ei;isie4cir4eicicir4r:r4ri:�'rirstiricirirfrieiciritirir4e4eics4irdrii'hi:Yric�irdcic
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 12
----------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
it :'r R-ir it it it ie Yr k��ic it f: is sY fr is is it it it it ��Y sY it it 4r:r is it 4c Y fc it it it ie Yr ie sY it ir:c&dc it dc�4r it sY it it it it it it it is k'r Yr :e ie it is �r �; icy it it sY
FLOW PROCESS FROM NODE 35.00 TO NODE 400.00 IS CODE = 3
---------------------------------------------- ------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
>>>USING COMPUTER- ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««<
-------------------------------------------------------------------------
DEPTH OF FLOW IN 93.0 INCH PIPE IS 71.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.2
UPSTREAM NODE ELEVATION(FEET) = 1039.40
DOWNSTREAM NODE ELEVATION(FEET) = 1036.08
FLOW LENGTH(FEET) = 825.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 471.60
TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 21.55
�:cY'r:t it fc it it �'r4: 4r X4r i; ie 4r ie it 4c it it is ie&ie.k Yt it it ir'��Y 4: it it�4c�A:i:9: it is irir is 4r 4rit it d:4t�it Yr is it di��i: �f: is is �•9r it :c 4: fc 4r A•ir ir':
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
.,,.4:i:h�:.4:�s;..:Y 4r it 4r ir:r���::'.•4;:r�ic :c �'c �•:r st�ic�4c 4e i;��ir ire �ir•1:'.r&&iri::c�#tic 4c it ir�ic ir��ie it it �irk�ic :r it it :r i; �•
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 15
---------------------------------------------------------------------------
»»>DEFINE MEMORY BANK # 1 ««<
MEMORY BANK #
1 DEFINED
AS FOLLOWS:
Q(CFS)
TC(MIN.)
Fp(INCH/HR)
Ap
FM(INCH/HR)
Ae(ACRES)
1 42.47
10.21
.750
.41
.307
14.14
2 42.76
10.51
.750
.41
.307
14.52
3 42.82
10.60
.750
.41
.307
14.64
4 43.09
11.07
.750
.41
.307
15.24
5 43.24
12.41
.750
.41
.307
16.69
6 43.23
12.42
.750
.41
.307
16.70
7 43.06
12.61
.750
.41
.307
16.84
8 42.62
12.91
.750
.41
.307
17.00
9 40.50
14.20
.750
.41
.307
17.36
TOTAL AREA =
17.36
Page 5
itiriric*ir.*it**irir***icir**icie*****iricirir***ir*********ir*ieiritiric***it*****4t*ie*****ic*****irie*
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 14
----------------------------------------------------
»»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««<
***MEMORY BANK .# 2 IS EMPTY AND CAN NOT BE
COPIED ONTO MAIN -STREAM MEMORY - PROCESS IGNORED.***
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 12
---------------------------------------------------
»»>CLEAR MEMORY BANK # 2 ««<
--------------------------------------------------------
----------------------------------------------------------------------
***MEMORY BANK # 2 IS EMPTY - PROCESS IGNORED.***
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 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
397.07
10.13
3.088
.67
.18
.12
122.45
2
459.32
15.23
2.417
.66
.17
.11
192.42
3
471.66
16.49
2.305
.65
.17
.11
208.19
4
489.59
18.71
2.137
.65
.17
.11
237.31
5
492.77
19.19
2.105
.65
.17
.11
243.27
6
501.17
20.97
1.996
.65
.17
.11
263.90
7
502.12
21.32
1.976
.65
.17
.11
267.57
8
501.89
21.55
1.963
.65
.17
.11
269.63
9
501.43
21.69
1.955
.64
.17
.11
270.71
10
500.86
21.82
1.948
.64
.17
.11
271.59
11
499.69
21.99
1.939
.64
.17
.11
272.43
12
492.29
22.90
1.893
.64
.17
.11
276.27
13
483.94
23.83
1.848
.64
.17
.11
279.20
14
435.56
29.06
1.641
.62
.18
.11
288.97
15
421.51
30.68
1.588
.61
.18
.11
290.50
16
398.18
10.21
3.074
.66
.18
.12
123.57
17
402.32
10.51
3.021
.66
.18
.12
127.83
18
403.64
10.60
3.004
.66
.18
.12
129.22
19
409.92
11.07
2.928
.66
.18
.12
135.90
20
427.45
12.41
2.733
.66
.18
.12
154.90
21
427.54
12.42
2.732
.66
.18
.12
155.00
22
429.79
12.61
2.708
.66
.18
.12
157.58
23
433.25
12.91
2.670
.66
.18
.12
161.69
24
447.87
14.20
2.521
.66
.17
.11
178.94
TOTAL AREA
= 290.50
COMPUTED
CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK
FLOW RATE(CFS) =
502.12
TC(MIN.) =
21.318
EFFECTIVE AREA(ACRES)
= 267.57
AREA -AVERAGED
FM(INCH/HR) =
11
AREA -AVERAGED
Fp(INCH/HR) = .65
AREA -AVERAGED
Ap = .17
TOTAL
AREA(ACRES) =
290.50
****it it it is is *it*********ir it******ir i.•* �•'.r*it*ic*****it*ic********ic *� R•*** �•ic***** *it**ir*ic**
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 12
--------------------------------------------
»»>CLEAR MEMORY BANK # 1 ««<
Page 6
-END
OF STUDY
SUMMARY:
TOTAL AREA(ACRES)
=
290.50
TC(MIN.)
=
21.32
EFFECTIVE
AREA(ACRES)
=
267.57
AREA -AVERAGED
FM(INCH/HR)=
.11
AREA -AVERAGED
Fp(INCH/HR)
_ .65
AREA -AVERAGED
Ap = .17
PEAK
FLOW RATE(CFS)
=
502.12
PEAK FLOW
RATE TABLE
**
Q
Tc
Intensit
Fp
AP
Fm
Ae
(CFS)
(MIN.)
(INCH/H�
(INCH/HR)
(INCH/HR)
(ACRES)
1
397.07
10.13
3.088
.67
.18
.12
122.45
2
398.18
10.21
3.074
.66
.18
.12
123.57
3
402.32
10.51
3.021
.66
.18
.12
127.83
4
403.64
10.60
3.004
.66
.18
.12
129.22
5
409.92
11.07
2.928
.66
.18
.12
135.90
6
427.45
12.41
2.733
.66
.18
.12
154.90
7
427.54
12.42
2.732
.66
.18
.12
155.00
8
429.79
12.61
2.708
.66
.18
.12
157.58
9
433.25
12.91
2.670
.66
.18
.12
161.69
10
447.87
14.20
2.521
.66
.17
.11
178.94
11
459.32
15.23
2.417
.66
.17
.11
192.42
12
471.66
16.49
2.305
.65
.17
.11
208.19
13
489.59
18.71
2.137
.65
.17
.11
237.31
14
492.77
19.19
2.105
.65
.17
.11
243.27
15
501.17
20.97
1.996
.65
.17
.11
263.90
16
502.12
21.32
1.976
.65
.17
.11
267.57
17
501.89
21.55
1.963
.65
.17
.11
269.63
18
501.43
21.69
1.955
.64
.17
.11
270.71
19
500.86
21.82
1.948
.64
.17
.11
271.59
20
499.69
21.99
1.939
.64
.17
.11
272.43
21
492.29
22.90
1.893
.64
.17
.11
276.27
22
483.94
23.83
1.848
.64
.17
.11
279.20
23
435.56
29.06
1.641
.62
.18
.11
288.97
24
421.51
30.68
1.588
.61
.18
.11
290.50
END OF RATIONAL METHOD ANALYSIS
Page 7
Technical Appendix I
Hydrology Map
Reproduced
from
Storm Drain Basis of Design Sycamore Hills II
Tentative Tract No. 16495
RBF Consulting — February 2004
Technical Appendix J
100-Year Hydrograph Analysis
including
Detention Basin
Sierra Business Park
Basin Rating Curves
Detention Basin
Elevation
ft
Depth
ft
Submerge
ft
Head
(ft)
Area
(sq ft)
Area
(ac)
Storage
ac-ft
Outflow
cfs
1030.2
0.0
0.0
0.0
0
0.00
0.00
0.0
1031.0
0.8
0.4
0.4
29,384
0.67
0.27
3.5
1032.0
1.8
1.0
0.8
80,031
1.84
1.65
11.7
1033.0
2.8
1.5
1.3
127,453
2.93
3.87
27.3
1034.0
3.8
2.0
1.8
130,661
3.00
6.83
42.9
1035.0
4.8
2.5
2.3
133,869
3.07
9.87
54.2
1036.0
5.8
3.1
2.7
137,078
3.15
12.98
63.5
1037.0
6.8
3.6
3.2
140,286
3.22
16.16
71.6
1038.0
7.8
4.1
3.7
143,494
3.29
19.42
78.8
1039.0
8.8
4.6
4.2
146,849
3.37
22.75
85.5
1040.0
9.8
5.2
4.6
150,205
3A5
26.16
91.7
1041.0
10.8
5.7
5.1
153,560
3.53
29.65
97.5
1042.0
11.8
6.2
5.6
156,916
3.60
33.21
102.9
1042.7
12.5
6.6
5.9
159,264
3.66
35.75
106.6
1043.0
12.8
6.8
6.0
160,271
3.68
36.85
108.1
1044.0
13.8
7.3
6.5
164,467
3.78
40.58
113.1
1045.0
14.8
7.8
7.0
168,664
3.87
44AI
117.8
1045.2
15.0
7.9
7.1
169,503
3.89
45.18
118.7
Bleeder Pipe HGL @ Basin 1036.8
Emergency Spillway - Trapezoidal Weir (10:1)
Q1000 Length Depth Q (Rect) Q (Tri) Q (Total)
cfs)(it) ft) cfs) cfs cfs
618 100 1.5 551 71 622
it is it it ie it it it ie is is it it is is it it it it it it is it it it is is it it it it it it it it it is it it it it is it ie it is it it it ie it it it it it it it it it it it it ie it it it i� it ie is it it it ie ie it
F L 0 0 D R O U T I N G A N A L Y S I S
USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL)
(c) Copyright 1989-93 Advanced Engineering Software (aes)
Ver. 2.7A Release Date: 7/20/93 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
ski:iti: it ie it it it ie'k:ic it is is is is ie ir. it it it is ie it is DESCRIPTION OF STUDY' '�*******ir it it it ilir is sY it it it*ie *ir it it it
SIERRA BUSINESS PARK it
* DETENTION BASIN
' 100-YEAR HYDROLOGIC ANALYSIS
is is s4 is it it it it it it it it ie it it it is it ie it it ie it it it ie ie***ir ie it oY is ie is it it it it it ie it it is it ie it it it is it ie it ie it it it ie i�ie is it**ie is it it**ie is
FILE NAME: SBP-H10O.FLD
TIME/DATE OF STUDY: 10:39 6/16/2004
it it it it it isis-kir*it it kie*ic it it it it it it ir*ir it it*ir it is is is ie it it*ie is it is it it it it it it it it*ir it it ie it is**ie it it it it it it it it it ie it is it it it it k
FLOW PROCESS FROM NODE 102.00 TO NODE 400.00 IS CODE = 1
----------------------------------------------------------------------------
»»>UNIT-HYDROGRAPH ANALYSIS««<
(UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERSHED AREA = 290.500 ACRES
BASEFLOW = .000 CFS/SQUARE-MILE
`USER ENTERED "LAG" TIME = .380 HOURS
CAUTION: LAG TIME IS LESS THAN .50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER
PROGRAM)
MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED):
"S"-CURVE PERCENTAGE (DECIMAL NOTATION) =
.940
FOOTHILL "S"-CURVE PERCENTAGE (DECIMAL NOTATION) =
.000
MOUNTAIN "S"-CURVE PERCENTAGE (DECIMAL NOTATION) =
.000
VALLEY(UNDEVELOPED)/DESERT:
"S"-CURVE PERCENTAGE (DECIMAL NOTATION) =
.060
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .139
LOW LOSS FRACTION = .133
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .30
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= .87
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.35
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.50
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.50
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.00
PRECIPITATION DEPTH -AREA REDUCTION FACTORS:
5-MINUTE FACTOR = .987
30-MINUTE FACTOR = .987
1-HOUR FACTOR = .987
3-HOUR FACTOR = .998
6-HOUR FACTOR = .999
24-HOUR FACTOR = .999
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
Page 1
UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.930
---------------------------------------------------
UNIT HYDROGRAPH DETERMINATION
----------------------------------------------------------------------------
INTERVAL
"S" GRAPH
UNIT HYDROGRAPH
NUMBER
----------------------------------------------------------------------------
MEAN VALUES
ORDINATES(CFS)
1
1.321
46.425
2
5.767
156.191
3
16.283
369.457
4
30.430
497.003
5
48.283
627.233
6
65.646
609.986
7
78.482
450.960
8
86.634
286.393
9
91.560
173.065
10
94.741
111.746
11
96.612
65.742
12
97.443
29.212
13
97.945
17.613
14
98.428
16.985
15
98.897
16.479
16
99.363
16.350
17
99.461
3.469
18
99.519
2.034
19
99.572
1.874
20
99.615
1.495
21
99.657
1.469
22
99.697
1.399
23
99.736
1.379
24
99.768
1.135
25
99.797
1.017
26
99.824
.939
27
99.848
.833
28
99.870
.794
29
99.889
.659
30
99.907
.635
31
99.921
.500
32
99.934
.462
33
99.948
.462
34
99.961
.462
35
99.974
.462
36
99.987
.462
37
100.000
.454
TOTAL STORM RAINFALL(INCHES) = 8.00
TOTAL SOIL-LOSS(INCHES) = 1.02
TOTAL EFFECTIVE RAINFALL(INCHES) = 6.98
----------------------------------------------------------------------------
TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 24.6570
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 168.8094
----------------------------------------------------------------------------
2 4- H O U R S T O R M
R U N O F F H Y D R 0 G R A P H
Page 2
HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS)
----------------------------------------------------------------------------
TIME(HRS)
VOLUME(AF)
--------------------------------------------------------------
Q(CFS)
0. 125.0 250.0 375.0 500.0
.083
.0046
.67
Q
.167
.0247
2.91
Q
.250
.0813
8.23
Q
.333
.1873
15.38
VQ
.417
.3555
24.43
VQ
.500
.5844
33.24
V Q
.583
.8584
39.79
V Q
.667
1.1614
43.99
V Q
.750
1.4821
46.57
V Q
.833
1.8145
48.27
V Q
.917
2.1542
49.32
V Q
1.000
2.4975
49.85
V Q
1.083
2.8433
50.21
V Q
1.167
3.1916
50.56
V Q
1.250
3.5422
50.91
V Q
1.333
3.8952
51.26
V Q
1.417
4.2494
51.42
.v Q
1.500
4.6045
51.57
V Q ,
1.583
4.9607
51.71
V Q
1.667
5.3178
51.85
V Q
1.750
5.6758
51.99
.v Q
1.833
6.0348
52.13
V Q
1.917
6.3948
52.27
V Q
2.000
6.7557
52.41
.V Q
2.083
7.1176
52.54
V Q
2.167
7.4804
52.68
V Q
2.250
7.8442
52.82
.V Q
2.333
8.2089
52.95
V Q
2.417
8.5745
53.09
V Q
2.500
8.9411
53.23
v Q
2.583
9.3086
53.36
V Q
2.667
9.6770
53.50
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2.750
10.0464
53.64
v Q
2.833
10.4167
53.77
V Q
2.917
10.7880
53.91
V Q
3.000
11.1603
54.05
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3.083
11.5336
54.20
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3.167
11.9078
54.33
v Q
3.250
12.2829
54.47
V Q
3.333
12.6590
54.61
V Q
3.417
13.0361
54.75
VQ
3.500
13.4141
54.89
VQ
3.583
13.7931
55.03
VQ
3.667
14.1732
55.18
vQ
3.750
14.5542
55.32
VQ
3.833
14.9362
55.47
VQ
3.917
15.3193
55.62
VQ
4.000
15.7033
55.77
VQ ,
4.083
16.0885
55.92
VQ
4.167
16.4746
56.07
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16.8619
56.23
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17.2502
56.38
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56.54
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Q
Page 3
4.917
19.9991
57.51 .
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58.02
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58.20
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22.4004
58.55
QV
5.500
22.8048
58.73
Qv
5.583
23.2105
58.91
QV '
5.667
23.6175
59.09
QV
5.750
24.0257
59.27
QV '
5.833
24.4352
59.46
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5.917
24.8460
59.65
QV '
6.000
25.2582
59.84
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25.6716
60.03
Q V '
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26.0864
60.23
Q V '
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26.5026
60.43
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62.09
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62.99
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64.92
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73.04
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Page 4
10.333
48.9939
74.22
10.417
49.5080
74.64
10.500
50.0249
75.05
10.583
50.5447
75.48
10.667
51.0675
75.92
10.750
51.5935
76.36
10.833
52.1225
76.81
10.917
52.6547
77.28
11.000
53.1902
77.75
11.083
53.7290
78.23
11.167
54.2712
78.73
11.250
54.8168
79.23
11.333
55.3661
79.75
11.417
55.9189
80.28
11.500
56.4755
80.82
11.583
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81.37
11.667
57.6002
81.94
11.750
58.1685
82.52
11.833
58.7409
83.11
11.917
59.3175
83.73
12.000
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84.35
12.083
60.4823
84.78
12.167
61.0658
84.72
12.250
61.6422
83.69
12.333
62.2076
82.10
12.417
62.7581
79.93
12.500
63.2944
77.86
12.583
63.8217
76.57
12.667
64.3455
76.06
12.750
64.8696
76.10
12.833
65.3962
76.46
12.917
65.9269
77.06
13.000
66.4632
77.86
13.083
67.0056
78.76
13.167
67.5544
79.69
13.250
68.1100
80.67
13.333
68.6725
81.68
13.417
69.2428
82.81
13.500
69.8212
83.98
13.583
70.4081
85.22
13.667
71.0039
86.50
13.750
71.6090
87.86
13.833
72.2238
89.27
13.917
72.8488
90.76
14.000
73.4846
92.31
14.083
74.1334
94.20
14.167
74.7995
96.72
14.250
75.4912
100.44
14.333
76.2135
104.88
14.417
76.9719
110.11
14.500
77.7663
115.35
14.583
78.5924
119.95
14.667
79.4454
123.85
14.750
80.3225
127.36
14.833
81.2229
130.73
14.917
82.1466
134.12
15.000
83.0939
137.54
15.083
84.0666
141.24
15.167
85.0667
145.22
15.250
86.0973
149.65
15.333
87.1613
154.49
15.417
88.2645
160.19
15.500
89.4157
167.15
15.583
90.6301
176.34
15.667
91.9197
187.24
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Page 5
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397.21
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436.35
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435.19
v Q
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377.37
v Q
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Q V ,
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199.56
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126.1284
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141.35
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129.0511
131.48
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119.94
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111.33
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94.62
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90.92
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17.917
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82.71
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140.1920
82.50
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140.7540
81.59
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80.57
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79.53
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142.3970
78.47
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19.250
142.9310
77.54
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19.333
143.4589
76.66
Q
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19.417
143.9807
75.76
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74.90
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Page 6
21.167
21.250
21.333
21.417
21.500
21.583
21.667
21.750
21.833
21.917
22.000
22.083
22.167
22.250
22.333
22.417
22.500
22.583
22.667
22.750
22.833
22.917
23.000
23.083
23.166
23.250
23.333
23.416
23.500
23.583
23.666
23.750
23.833
23.916
24.000
24.083
24.166
24.250
24.333
24.416
24.500
24.583
24.666
24.750
24.833
24.916
25.000
25.083
25.166
25.250
25.333
25.416
25.500
25.583
25.666
25.750
25.833
25.916
26.000
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26.166
26.250
26.333
26.416
26.500
153.8407
154.2692
154.6947
155.1173
155.5370
155.9540
156.3682
156.7797
157.1886
157.5950
157.9989
158.4003
158.7994
159.1961
159.5905
159.9826
160.3726
160.7604
161.1460
161.5296
161.9111
162.2907
162.6682
163.0439
163.4176
163.7895
164.1595
164.5277
164.8942
165.2589
165.6219
165.9832
166.3428
166.7008
167.0572
167.4075
167.7407
168.0360
168.2809
168.4627
168.5835
168.6592
168.7063
168.7360
168.7546
168.7666
168.7757
168.7830
168.7885
168.7924
168.7947
168.7967
168.7984
168.7999
168.8013
168.8025
168.8036
168.8046
168.8054
168.8061
168.8067
168.8073
168.8077
168.8081
168.8084
62.67
62.22
61.78
61.36
60.94
60.54
60.14
59.75
59.38
59.01
58.64
58.29
57.94
57.60
57.27
56.94
56.62
56.31
56.00
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Page 7
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is is is it 4r 4e 9e iric s4 is ie it tc it ie ie 4e sY is dr 4r4c is it is fc it is �Y it is it 4c 4r 4c dr is Yc it it it 4c is ie ie fr 4c it is 4c Yr is �c lr ie it �Y is it 4c4e fe is is 4c 4r 4c ie it is is is is 4e is
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 3
----------------------------------------------------------------------------
»»>MODEL FLOW -THROUGH DETENTION BASIN ROUTING««<
ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1
THROUGH A FLOW -THROUGH DETENTION BASIN
USING FIVE-MINUTE UNIT INTERVALS:
SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS:
DEAD STORAGE(AF) = .000
SPECIFIED DEAD STORAGE(AF) FILLED = .000
SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET =
DETENTION BASIN CONSTANT LOSS RATE(CFS) = 28.40
BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION:
INTERVAL
DEPTH
OUTFLOW
STORAGE
NUMBER
(FT)
(CFS)
(AF)
1
.00
.00
.000
2
.80
3.50
.270
3
1.80
11.70
1.650
4
2.80
27.30
3.870
5
3.80
42.90
6.830
6
4.80
54.20
9.870
7
5.80
63.50
12.980
8
6.80
71.60
16.160
9
7.80
78.80
19.420
10
8.80
85.50
22.750
11
9.80
91.70
26.160
12
10.80
97.50
29.650
13
11.80
102.90
33.210
14
12.50
106.60
35.750
15
12.80
108.10
36.850
16
13.80
113.10
40.580
17
14.80
117.80
44.410
18
15.00
118.70
45.180
INFLOW
(STREAM 1)
V _effective depth
----------- 1 (and volume)
I I I
II ...V........
detention 1<-->1 outflow
basin - -
I I
----------- I ^.••.
I \
I I dead 1 basin outlet
V 1 storage 1
OUTFLOW ---------
Page 8
e
(STREAM 1)
BASIN ROUTING MODEL RESULTS (5-MINUTE INTERVALS):
TIME
DEAD -STORAGE
INFLOW
EFFECTIVE
OUTFLOW
EFFECTIVE
(HRS)
-----------
FILLED(AF)
----------------------------------------------------------
(CFS)
DEPTH(FT)
(CFS)
VOLUME(AF)
.083
.000
.7
.00
.0
.000
.167
.000
2.9
.00
.0
.000
.250
.000
8.2
.00
.0
.000
.333
.000
15.4
.00
.0
.000
.417
.000
24.4
.00
.0
.000
.500
.000
33.2
.09
.2
.032
.583
.000
39.8
.31
.9
.104
.667
.000
44.0
.59
2.0
.198
.750
.000
46.6
.82
3.1
.302
.833
.000
48.3
.90
4.0
.411
.917
.000
49.3
.98
4.7
.523
1.000
.000
49.8
1.06
5.3
.634
1.083
.000
50.2
1.14
6.0
.743
1.167
.000
50.6
1.22
6.6
.850
1.250
.000
50.9
1.30
7.3
.955
1.333
.000
51.3
1.37
7.9
1.058
1.417
.000
51.4
1.44
8.5
1.158
1.500
.000
51.6
1.51
9.1
1.255
1.583
.000
51.7
1.58
9.6
1.350
1.667
.000
51.8
1.65
10.2
1.441
1.750
.000
52.0
1.71
10.7
1.530
1.833
.000
52.1
1.78
11.2
1.616
1.917
.000
52.3
1.82
11.8
1.699
2.000
.000
52.4
1.86
12.3
1.779
2.083
.000
52.5
1.89
12.9
1.857
2.167
.000
52.7
1.93
13.4
1.932
2.250
.000
52.8
1.96
13.9
2.004
2.333
.000
53.0
1.99
14.4
2.074
2.417
.000
53.1
2.02
14.9
2.141
2.500
.000
53.2
2.05
15.4
2.206
2.583
.000
53.4
2.08
15.8
2.269
2.667
.000
53.5
2.11
16.3
2.330
2.750
.000
53.6
2.13
16.7
2.389
2.833
.000
53.8
2.16
17.1
2.446
2.917
.000
53.9
2.18
17.5
2.501
3.000
.000
54.1
2.21
17.9
2.555
3.083
.000
54.2
2.23
18.2
2.607
3.167
.000
54.3
2.25
18.6
2.657
3.250
.000
54.5
2.28
18.9
2.706
3.333
.000
54.6
2.30
19.3
2.754
3.417
.000
54.8
2.32
19.6
2.800
3.500
.000
54.9
2.34
19.9
2.845
3.583
.000
55.0
2.36
20.3
2.889
3.667
.000
55.2
2.38
20.6
2.932
3.750
.000
55.3
2.40
20.9
2.974
3.833
.000
55.5
2.41
21.1
3.015
3.917
.000
55.6
2.43
21.4
3.055
4.000
.000
55.8
2.45
21.7
3.094
4.083
.000
55.9
2.47
22.0
3.132
4.167
.000
56.1
2.48
22.2
3.169
4.250
.000
56.2
2.50
22.5
3.206
4.333
.000
56.4
2.52
22.8
3.242
4.417
.000
56.5
2.53
23.0
3.277
4.500
.000
56.7
2.55
23.3
3.312
4.583
.000
56.9
2.56
23.5
3.346
4.667
.000
57.0
2.58
23.7
3.380
_._
Page
9
4.750
.000
57.2
2.59
24.0
3.413
4.833
.000
57.3
2.61
24.2
3.445
4.917
.000
57.5
2.62
24.4
3.478
5.000
.000
57.7
2.64
24.7
3.509
5.083
.000
57.9
2.65
24.9
3.541
5.167
.000
58.0
2.67
25.1
3.572
5.250
.000
58.2
2.68
25.3
3.603
5.333
.000
58.4
2.69
25.5
3.634
5.417
.000
58.5
2.71
25.7
3.664
5.500
.000
58.7
2.72
26.0
3.694
5.583
.000
58.9
2.73
26.2
3.724
5.667
.000
59.1
2.75
26.4
3.754
5.750
.000
59.3
2.76
26.6
3.783
5.833
.000
59.5
2.77
26.8
3.812
5.917
.000
59.7
2.79
27.0
3.842
6.000
.000
59.8
2.80
27.2
3.871
6.083
.000
60.0
2.81
27.4
3.900
6.167
.000
60.2
2.82
27.5
3.930
6.250
.000
60.4
2.83
27.7
3.960
6.333
.000
60.6
2.84
27.9
3.990
6.417
.000
60.8
2.85
28.0
4.020
6.500
.000
61.0
2.86
28.2
4.051
6.583
.000
61.2
2.87
28.3
4.082
6.667
.000
61.4
2.88
28.5
4.113
6.750
.000
61.7
2.89
28.7
4.145
6.833
.000
61.9
2.90
28.8
4.177
6.917
.000
62.1
2.91
29.0
4.209
7.000
.000
62.3
2.93
29.2
4.242
7.083
.000
62.5
2.94
29.3
4.275
7.167
.000
62.8
2.95
29.5
4.308
7.250
.000
63.0
2.96
29.7
4.342
7.333
.000
63.2
2.97
29.9
4.376
7.417
.000
63.5
2.98
30.1
4.410
7.500
.000
63.7
2.99
30.2
4.445
7.583
.000
63.9
3.01
30.4
4.480
7.667
.000
64.2
3.02
30.6
4.516
7.750
.000
64.4
3.03
30.8
4.552
7.833
.000
64.7
3.04
31.0
4.588
7.917
.000
64.9
3.06
31.2
4.625
8.000
.000
65.2
3.07
31.4
4.662
8.083
.000
65.4
3.08
31.6
4.700
8.167
.000
65.7
3.09
31.8
4.738
8.250
.000
66.0
3.11
32.0
4.776
8.333
.000
66.2
3.12
32.2
4.815
8.417
.000
66.5
3.13
32.4
4.855
8.500
.000
66.8
3.15
32.6
4.895
8.583
.000
67.1
3.16
32.8
4.935
8.667
.000
67.4
3.17
33.0
4.976
8.750
.000
67.7
3.19
33.2
5.018
8.833
.000
68.0
3.20
33.5
5.060
8.917
.000
68.3
3.22
33.7
5.102
9.000
.000
68.6
3.23
33.9
5.145
9.083
.000
68.9
3.25
34.1
5.189
9.167
.000
69.2
3.26
34.4
5.233
9.250
.000
69.5
3.28
34.6
5.278
9.333
.000
69.8
3.29
34.8
5.324
9.417
.000
70.2
3.31
35.1
5.370
9.500
.000
70.5
3.32
35.3
5.416
9.583
.000
70.9
3.34
35.6
5.464
9.667
.000
71.2
3.35
35.8
5.512
9.750
.000
71.6
3.37
36.1
5.561
9.833
.000
71.9
3.39
36.3
5.610
9.917
.000
72.3
3.40
36.6
5.660
10.000
.000
72.7
3.42
36.9
5.711
10.083
.000
73.0
3.44
37.1
5.763
Page 10
10.167
.000
73.4
3.46
37.4
5.815
10.250
.000
73.8
3.48
37.7
5.868
10.333
.000
74.2
3.49
38.0
5.922
10.417
.000
74.6
3.51
38.3
5.977
10.500
.000
75.1
3.53
38.6
6.033
10.583
.000
75.5
3.55
38.8
6.090
10.667
.000
75.9
3.57
39.2
6.147
10.750
.000
76.4
3.59
39.5
6.206
10.833
.000
76.8
3.61
39.8
6.266
10.917
.000
77.3
3.63
40.1
6.326
11.000
.000
77.7
3.65
40.4
6.388
11.083
.000
78.2
3.67
40.7
6.450
11.167
.000
78.7
3.69
41.1
6.514
11.250
.000
79.2
3.72
41.4
6.579
11.333
.000
79.7
3.74
41.8
6.645
11.417
.000
80.3
3.76
42.1
6.712
11.500
.000
80.8
3.78
42.5
6.781
11.583
.000
81.4
3.81
42.8
6.851
11.667
.000
81.9
3.83
43.1
6.923
11.750
.000
82.5
3.85
43.4
6.997
11.833
.000
83.1
3.88
43.7
7.073
11.917
.000
83.7
3.91
43.9
7.151
12.000
.000
84.3
3.93
44.2
7.232
12.083
.000
84.8
3.96
44.5
7.313
12.167
.000
84.7
3.98
44.8
7.392
12.250
.000
83.7
4.01
45.1
7.462
12.333
.000
82.1
4.03
45.4
7.520
12.417
.000
79.9
4.04
45.5
7.561
12.500
.000
77.9
4.05
45.7
7.587
12.583
.000
76.6
4.05
45.7
7.604
12.667
.000
76.1
4.06
45.8
7.617
12.750
.000
76.1
4.06
45.8
7.630
12.833
.000
76.5
4.07
45.9
7.644
12.917
.000
77.1
4.07
46.0
7.663
13.000
.000
77.9
4.08
46.0
7.687
13.083
.000
78.8
4.09
46.1
7.716
13.167
.000
79.7
4.10
46.3
7.750
13.250
.000
80.7
4.12
46.4
7.791
13.333
.000
81.7
4.13
46.6
7.837
13.417
.000
82.8
4.15
46.7
7.890
13.500
.000
84.0
4.17
47.0
7.949
13.583
.000
85.2
4.19
47.2
8.016
13.667
.000
86.5
4.21
47.4
8.089
13.750
.000
87.9
4.24
47.7
8.170
13.833
.000
89.3
4.27
48.0
8.258
13.917
.000
90.8
4.30
48.4
8.354
14.000
.000
92.3
4.34
48.8
8.459
14.083
.000
94.2
4.37
49.2
8.573
14.167
.000
96.7
4.42
49.6
8.702
14.250
.000
100.4
4.47
50.1
8.853
14.333
.000
104.9
4.52
50.7
9.030
14.417
.000
110.1
4.59
51.5
9.238
14.500
.000
115.4
4.67
52.3
9.477
14.583
.000
120.0
4.76
53.2
9.741
14.667
.000
123.8
4.85
54.2
10.025
14.750
.000
127.4
4.95
55.1
10.327
14.833
.000
130.7
5.05
56.0
10.646
14.917
.000
134.1
5.16
57.0
10.981
15.000
.000
137.5
5.27
58.0
11.333
15.083
.000
141.2
5.39
59.1
11.703
15.167
.000
145.2
5.51
60.3
12.093
15.250
.000
149.6
5.65
61.5
12.504
15.333
.000
154.5
5.79
62.7
12.941
15.417
.000
160.2
5.93
64.0
13.408
15.500
.000
167.1
6.09
65.2
13.914
Page 11
15.583
.000
176.3
6.27
66.6
14.474
15.667
.000
187.2
6.47
68.1
15.099
15.750
.000
200.2
6.69
69.8
15.802
15.833
.000
214.4
6.93
71.6
16.589
15.917
.000
230.1
7.20
73.5
17.472
16.000
.000
250.1
7.51
75.6
18.479
16.083
.000
284.4
7.89
78.0
19.704
16.167
.000
333.9
8.35
80.9
21.251
16.250
.000
397.2
8.93
84.4
23.210
16.333
.000
436.3
9.58
88.3
25.411
16.417
.000
457.6
10.25
92.3
27.731
16.500
.000
435.2
10.86
96.1
29.871
16.583
.000
377.4
11.35
99.1
31.592
16.667
.000
316.3
11.71
101.4
32.876
16.750
.000
266.2
11.96
103.1
33.804
16.833
.000
229.1
12.15
104.2
34.468
16.917
.000
199.6
12.27
105.1
34.923
17.000
.000
176.9
12.35
105.6
35.218
17.083
.000
162.2
12.41
106.0
35.410
17.167
.000
151.5
12.44
106.2
35.527
17.250
.000
141.3
12.45
106.3
35.572
17.333
.000
131.5
12.44
106.3
35.550
17.417
.000
119.9
12.42
106.2
35.449
17.500
.000
111.3
12.37
106.0
35.290
17.583
.000
104.5
12.32
105.8
35.085
17.667
.000
99.0
12.25
105.5
34.845
17.750
.000
94.6
12.18
105.1
34.577
17.833
.000
90.9
12.10
104.7
34.287
17.917
.000
87.7
12.01
104.2
33.978
18.000
.000
85.0
11.92
103.8
33.652
18.083
.000
82.7
11.83
103.3
33.315
18.167
.000
81.1
11.73
102.8
32.970
18.250
.000
80.7
11.64
102.3
32.626
18.333
.000
81.1
11.54
101.8
32.288
18.417
.000
82.2
11.45
101.3
31.961
18.500
.000
83.4
11.36
100.8
31.646
18.583
.000
83.9
11.27
100.3
31.338
18.667
.000
83.8
11.19
99.8
31.032
18.750
.000
83.3
11.10
99.4
30.725
18.833
.000
82.5
11.02
98.9
30.417
18.917
.000
81.6
10.93
98.4
30.105
19.000
.000
80.6
10.84
98.0
29.790
19.083
.000
79.5
10.75
97.5
29.471
19.167
.000
78.5
10.66
96.9
29.148
19.250
.000
77.5
10.56
96.4
28.822
19.333
.000
76.7
10.47
95.9
28.495
19.417
.000
75.8
10.37
95.3
28.164
19.500
.000
74.9
10.28
94.8
27.832
19.583
.000
74.1
10.18
94.2
27.498
19.667
.000
73.3
10.09
93.6
27.162
19.750
.000
72.5
9.99
93.1
26.825
19.833
.000
71.8
9.89
92.5
26.486
19.917
.000
71.1
9.80
92.0
26.146
20.000
.000
70.4
9.70
91.4
25.806
20.083
.000
69.7
9.60
90.7
25.466
20.167
.000
69.1
9.50
90.1
25.125
20.250
.000
68.4
9.40
89.5
24.784
20.333
.000
67.8
9.30
88.9
24.444
20.417
.000
67.2
9.20
88.3
24.103
20.500
.000
66.7
9.10
87.7
23.763
20.583
.000
66.1
9.00
87.0
23.424
20.667
.000
65.6
8.90
86.4
23.085
20.750
.000
65.1
8.80
85.8
22.746
20.833
.000
64.6
8.70
85.2
22.409
20.917
.000
64.1
8.60
84.5
22.073
Page 12
21.000
.000
63.6
8.50
83.8
21.738
21.083
.000
63.1
8.40
83.1
21.405
21.167
.000
62.7
8.30
82.5
21.073
21.250
.000
62.2
8.20
81.8
20.742
21.333
.000
61.8
8.10
81.1
20.413
21.417
.000
61.4
8.00
80.5
20.086
21.500
.000
60.9
7.90
79.8
19.761
21.583
.000
60.5
7.81
79.2
19.437
21.667
.000
60.1
7.71
78.5
19.115
21.750
.000
59.8
7.61
77.8
18.795
21.833
.000
59.4
7.51
77.1
18.478
21.917
.000
59.0
7.41
76.4
18.163
22.000
.000
58.6
7.32
75.7
17.850
22.083
.000
58.3
7.22
75.0
17.S39
22.167
.000
57.9
7.13
74.3
17.231
22.250
.000
57.6
7.03
73.6
16.925
22.333
.000
57.3
6.94
73.0
16.621
22.417
.000
56.9
6.85
72.3
16.320
22.500
.000
56.6
6.76
71.6
16.021
22.583
.000
56.3
6.66
70.9
15.725
22.667
.000
56.0
6.57
70.1
15.432
22.750
.000
55.7
6.48
69.4
15.143
22.833
.000
55.4
6.39
68.6
14.856
22.917
.000
55.1
6.30
67.9
14.572
23.000
.000
54.8
6.21
67.2
14.291
23.083
.000
54.5
6.12
66.5
14.013
23.167
.000
54.3
6.04
65.8
13.738
23.250
.000
54.0
5.95
65.1
13.466
23.333
.000
53.7
5.87
64.4
13.197
23.417
.000
53.5
5.78
63.7
12.931
23.500
.000
53.2
5.70
63.0
12.669
23.583
.000
53.0
5.62
62.2
12.409
23.667
.000
52.7
5.53
61.4
12.154
23.750
.000
52.5
5.45
60.7
11.902
23.833
.000
52.2
5.37
59.9
11.653
23.917
.000
52.0
5.29
59.2
11.408
24.000
.000
51.7
5.22
58.4
11.167
24.083
.000
50.9
5.14
57.7
10.924
24.167
.000
48.4
5.06
57.0
10.669
24.250
.000
42.9
4.96
56.2
10.382
24.333
.000
35.6
4.86
55.2
10.051
24.417
.000
26.4
4.73
54.1
9.665
24.500
.000
17.5
4.S9
52.6
9.227
24.583
.000
11.0
4.43
50.9
8.757
24.667
.000
6.8
4.27
49.2
8.270
24.750
.000
4.3
4.11
47.3
7.778
24.833
.000
2.7
3.95
45.5
7.287
24.917
.000
1.7
3.79
43.7
6.803
25.000
.000
1.3
3.63
41.5
6.330
25.083
.000
1.1
3.48
39.1
5.873
25.167
.000
.8
3.33
36.7
5.430
25.250
.000
.6
3.18
34.4
5.002
25.333
.000
.3
3.04
32.2
4.587
25.417
.000
.3
2.91
30.0
4.187
25.500
.000
.3
2.77
27.9
3.801
25.583
.000
.2
2.60
25.5
3.431
25.667
.000
.2
2.44
23.0
3.078
25.750
.000
.2
2.29
20.6
2.742
25.833
.000
.2
2.15
18.3
2.422
25.917
.000
.1
2.01
16.1
2.117
26.000
.000
.1
1.88
14.0
1.826
26.083
.000
.1
1.73
12.0
1.549
26.167
.000
.1
1.53
10.3
1.283
26.250
.000
.1
1.35
8.8
1.027
26.333
.000
.1
1.17
7.3
.782
Page 13
26.417
.000
.1
1.00
5.8
.547
26.500
.000
.0
.84
4.5
.320
26.583
.000
.0
.32
2.6
.107
26.667
.000
.0
.00
.7
.000
26.750
.000
.0
.00
.0
.000
26.833
.000
.0
.00
.0
.000
26.917
.000
.0
.00
.0
.000
27.000
.000
.0
.00
.0
.000
27.083
.000
.0
.00
.0
.000
27.167
.000
.0
.00
.0
.000
27.250
.000
.0
.00
.0
.000
27.333
.000
.0
.00
.0
.000
27.417
.000
.0
.00
.0
.000
27.500
.000
.0
.00
.0
.000
27.583
.000
.0
.00
.0
.000
27.667
.000
.0
.00
.0
.000
27.750
.000
.0
.00
.0
.000
27.833
.000
.0
.00
.0
.000
27.917
.000
.0
.00
.0
.000
28.000
.000
.0
.00
.0
.000
28.083
.000
.0
.00
.0
.000
28.167
.000
.0
.00
.0
.000
28.250
.000
.0
.00
.0
.000
28.333
.000
.0
.00
.0
.000
28.417
.000
.0
.00
.0
.000
28.500
.000
.0
.00
.0
.000
28.583
.000
.0
.00
.0
.000
28.667
.000
.0
.00
.0
.000
28.750
.000
.0
.00
.0
.000
28.833
.000
.0
.00
.0
.000
28.917
.000
.0
.00
.0
.000
29.000
.000
.0
.00
.0
.000
29.083
.000
.0
.00
.0
.000
29.167
.000
.0
.00
.0
.000
29.250
.000
.0
.00
.0
.000
29.333
.000
.0
.00
.0
.000
29.417
.000
.0
.00
.0
.000
29.500
.000
.0
.00
.0
.000
29.583
.000
.0
.00
.0
.000
29.667
.000
.0
.00
.0
.000
29.750
.000
.0
.00
.0
.000
29.833
.000
.0
.00
.0
.000
29.917
.000
.0
.00
.0
.000
30.000
.000
.0
.00
.0
.000
30.083
.000
.0
.00
.0
.000
30.167
.000
.0
.00
.0
.000
30.250
.000
.0
.00
.0
.000
30.333
.000
.0
.00
.0
.000
30.417
.000
.0
.00
.0
.000
30.500
.000
.0
.00
.0
.000
30.583
.000
.0
.00
.0
.000
30.667
.000
.0
.00
.0
.000
30.750
.000
.0
.00
.0
.000
30.833
.000
.0
.00
.0
.000
30.917
.000
.0
.00
.0
.000
31.000
.000
.0
.00
.0
.000
31.083
.000
.0
.00
.0
.000
31.167
.000
.0
.00
.0
.000
31.250
.000
.0
.00
.0
.000
31.333
.000
.0
.00
.0
.000
31.417
.000
.0
.00
.0
.000
31.500
.000
.0
.00
.0
.000
31.583
.000
.0
.00
.0
.000
31.667
.000
.0
.00
.0
.000
31.750
.000
.0
.00
.0
.000
Page 14
31.833
.000
.0
.00
.0
.000
31.917
.000
.0
.00
.0
.000
32.000
.000
.0
.00
.0
.000
32.083
.000
.0
.00
.0
.000
32.167
.000
.0
.00
.0
.000
32.250
.000
.0
.00
.0
.000
32.333
.000
.0
.00
.0
.000
32.417
.000
.0
.00
.0
.000
32.500
.000
.0
.00
.0
.000
32.583
.000
.0
.00
.0
.000
32.667
.000
.0
.00
.0
.000
32.750
.000
.0
.00
.0
32.833
.000
.0
.00
.0
.000
.000
32.917
.000
.0
.00
.0
.000
33.000
.000
.0
.00
.0
33.083
.000
.0
.00
.0
.000
.000
33.167
.000
.0
.00
.0
.000
33.250
.000
.0
.00
.0
.000
33.333
.000
.0
.00
.0
.000
33.417
.000
.0
.00
.0
.000
33.500
.000
.0
.00
.0
.000
33.583
.000
.0
.00
.0
.000
33.667
.000
.0
.00
.0
.000
33.750
.000
.0
.00
.0
.000
33.833
.000
.0
.00
.0
33.917
.000
.0
.00
.0
.000
.000
34.000
.000
.0
.00
.0
.000
34.083
.000
.0
.00
.0
.000
34.167
.000
.0
.00
.0
.000
34.250
.000
.0
.00
.0
.000
34.333
.000
.0
.00
.0
.000
34.417
.000
.0
.00
.0
.000
34.500
.000
.0
.00
.0
.000
34.583
.000
.0
.00
.0
.000
34.667
.000
.0
.00
.0
.000
34.750
.000
.0
.00
.0
.000
34.833
.000
.0
.00
.0
.000
34.917
.000
.0
.00
.0
.000
35.000
.000
.0
.00
.0
.000
35.083
.000
.0
.00
.0
.000
35.167
.000
.0
.00
.0
.000
35.250
.000
.0
.00
.0
.000
35.333
.000
.0
.00
.0
.000
35.417
.000
.0
.00
.0
35.500
.000
.0
.00
.0
.000
.000
35.583
.000
.0
.00
.0
.000
35.667
.000
.0
.00
.0
.000
35.750
.000
.0
.00
.0
.000
35.833
.000
.0
.00
.0
.000
35.917
.000
.0
.00
.0
.000
36.000
.000
.0
.00
.0
.000
36.083
.000
.0
.00
.0
.000
36.167
.000
.0
.00
.0
.000
36.250
.000
.0
.00
.0
.000
36.333
.000
.0
.00
.0
.000
36.417
.000
.0
.00
.0
.000
36.500
.000
.0
.00
.0
.000
36.583
.000
.0
.00
.0
.000
36.667
.000
.0
.00
.0
.000
36.750
.000
.0
.00
.0
.000
36.833
.000
.0
.00
.0
.000
36.917
.000
.0
.00
.0
.000
37.000
.000
.0
.00
.0
.000
37.083
.000
.0
.00
.0
.000
37.167
.000
.0
.00
.0
.000
Page 15
37.250
.000
.0
.00
.0
37.333
.000
.0
.00
.0
.000
37.417
.000
.0
.00
.0
.000
37.500
.000
.0
.00
.0
.000
37.583
.000
.0
.00
.0
.000
37.667
.000
.0
.00
.0
.000
37.750
.000
.0
.00
.0
.000
37.833
.000
.0
.00
.0
.000
37.917
.000
.0
.00
.0
.000
38.000
.000
.0
.00
.0
.000
38.083
.000
.0
.00
.0
.000
38.167
.000
.0
.00
.0
.000
38.250
.000
.0
.00
.0
.000
38.333
.000
.0
.00
.0
.000
38.417
.000
.0
.00
.0
.000
38.500
.000
.0
.00
.0
.000
38.583
.000
.0
.00
.0
.000
38.667
.000
.0
.00
.0
.000
38.750
.000
.0
.00
.0
.000
38.833
.000
.0
.00
.0
.000
38.917
.000
.0
.00
.0
.000
39.000
.000
.0
.00
.0
.000
.000
39.083
.000
.0
.00
.0
39.167
.000
.0
.00
.0
.000
39.250
.000
.0
.00
.0
.000
39.333
.000
.0
.00
.0
.000
39.417
.000
.0
.00
.0
.000
39.500
.000
.0
.00
.0
.000
39.583
.000
.0
.00
.0
.000
39.667
.000
.0
.00
.0
.000
39.750
.000
.0
.00
.0
.000
39.833
.000
.0
.00
.0
.000
39.917
.000
.0
.00
.0
.000
40.000
----------------------------------------------------------
.000
.0
.00
.0
.000
.000
PROCESS SUMMARY OF
STORAGE:
INFLOW VOLUME =
168.809 AF
BASIN STORAGE =
.000 AF
(WITH
.000
AF INITIALLY
FILLED)
OUTFLOW VOLUME =
106.935 AF
LOSS VOLUME =
61.874 AF
:�:�*art::r��:s:���:t�-**��:��r�*�*��*�*���:�:�:i.����•�:�:��*��r�•::�:���:��:�:�::���:���**�:::se::*�:::�:::
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE 11
--------------------------------------------------------------------------
»»>VIEW STREAM NUMBER 1 HYDROGRAPH««<
STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS)
-----------------------------------------------
TIME(HRS)
- -----------------------------
VOLUME(AF)
Q(CFS) 0. 50.0 100.0 150.0 200.0
.083
.0000
------------------------------------------
.00 Q
.167
.0000
.00 Q
.250
.0000
.00 Q
.333
.0000
.00 Q
.417
.0000
.00 Q '
.500
.0014
.21 Q
.583
.0075
.88 Q '
.667
.0210
1.96 Q
.750
.0425
3.13 Q
.833
.0702
4.01 Q
.917
.1023
4.67 Q '
1.000
.1391
5.33 VQ
Page 16
1.083
.1803
5.99
VQ
1.167
.2259
6.63
vQ
1.250
.2759
7.26
vQ
1.333
.3302
7.88
vQ
1.417
.3886
8.48
vQ
1.500
.4510
9.07
vQ
1.583
.5174
9.63
vQ
1.667
.5875
10.19
v Q
1.750
.6613
10.72
v Q
1.833
.7388
11.24
v Q
1.917
.8198
11.77
V Q
2.000
.9047
12.33
V Q
2.083
.9934
12.88
v Q
2.167
1.0858
13.42
v Q
2.250
1.1818
13.93
v Q
2.333
1.2812
14.43
V Q
2.417
1.3839
14.91
V Q
2.500
1.4898
15.38
v Q
2.583
1.5988
15.83
V Q
2.667
1.7108
16.26
v Q
2.750
1.8257
16.68
v Q
2.833
1.9434
17.09
V Q
2.917
2.0638
17.49
v Q
3.000
2.1869
17.87
v Q
3.083
2.3125
18.24
v Q
3.167
2.4406
18.60
v Q
3.250
2.5711
18.95
v Q
3.333
2.7039
19.29
.v Q
3.417
2.8391
19.62
.v Q
3.500
2.9764
19.94
.v Q
3.583
3.1159
20.25
:v Q
3.667
3.2575
20.56
.v Q
3.750
3.4011
20.86
.v Q
3.833
3.5467
21.15
.v Q
3.917
3.6943
21.43
v Q
4.000
3.8438
21.71
.v Q
4.083
3.9952
21.98
v Q
4.167
4.1484
22.24
.v Q
4.250
4.3034
22.50
.v Q
4.333
4.4601
22.76
v Q
4.417
4.6186
23.01
v Q
4.500
4.7787
23.26
.v Q
4.583
4.9406
23.50
.v Q
4.667
5.1040
23.74
v Q
4.750
5.2691
23.97
v Q
4.833
5.4358
24.20
V Q
4.917
5.6040
24.43
v Q
5.000
5.7738
24.65
v Q
5.083
5.9452
24.88
v Q
5.167
6.1180
25.10
v Q
5.250
6.2924
25.32
v Q
5.333
6.4682
25.53
v Q
5.417
6.6455
25.74
V Q
5.500
6.8243
25.96
v Q
5.583
7.0045
26.17
v Q
5.667
7.1862
26.38
v Q
5.750
7.3692
26.59
v Q
5.833
7.5538
26.79
v Q
5.917
7.7397
27.00
v Q
6.000
7.9271
27.20
V Q
6.083
8.1156
27.38
v Q
6.167
8.3053
27.54
v Q
6.250
8.4960
27.69
V Q
6.333
8.6878
27.85
v Q
6.417
8.8807
28.01
V Q
Page 17
6.500
9.0748
28.17
V Q
6.583
9.2699
28.34
v Q ,
6.667
9.4662
28.50
V Q
6.750
9.6636
28.67
V Q .
6.833
9.8622
28.83
V Q
6.917
10.0619
29.00
v Q
7.000
10.2629
29.17
V Q
7.083
10.4650
29.35
V Q
7.167
10.6683
29.52
v Q
7.250
10.8728
29.70
vQ
7.333
11.0786
29.88
VQ
7.417
11.2856
30.06
v Q
7.500
11.4938
30.24
V Q
7.583
11.7034
30.42
V Q
7.667
11.9142
30.61
v Q ,
7.750
12.1263
30.80
V Q
7.833
12.3397
30.99
v Q
7.917
12.5544
31.18
v Q
8.000
12.7705
31.38
v Q
8.083
12.9880
31.57
v Q
8.167
13.2068
31.77
v Q
8.250
13.4270
31.98
VQ
8.333
13.6487
32.18
VQ
8.417
13.8717
32.39
VQ
8.500
14.0962
32.60
VQ
8.583
14.3221
32.81
VQ
8.667
14.5496
33.02
VQ
8.750
14.7785
33.24
VQ
8.833
15.0089
33.46
VQ
8.917
15.2409
33.68
VQ ,
9.000
15.4744
33.91
VQ ,
9.083
15.7095
34.14
VQ
9.167
15.9462
34.37
VQ
9.250
16.1846
34.60
Q ,
9.333
16.4245
34.84
Q
9.417
16.6661
35.08
VQ
9.500
16.9094
35.33
VQ
9.583
17.1544
35.57
VQ ,
9.667
17.4012
35.83
VQ
9.750
17.6497
36.08
VQ
9.833
17.8999
36.34
VQ
9.917
18.1520
36.60
VQ
10.000
18.4059
36.87
VQ
10.083
18.6617
37.14
VQ
10.167
18.9194
37.41
Q
10.250
19.1790
37.69
Q
10.333
19.4405
37.97
Q
10.417
19.7040
38.26
Q ,
10.500
19.9695
38.55
Q
10.583
20.2371
38.85
Q
10.667
20.5067
39.15
Q
10.750
20.7785
39.46
Q ,
10.833
21.0524
39.77
Q
10.917
21.3284
40.09
VQ ,
11.000
21.6067
40.41
Q
11.083
21.8872
40.73
Q .
11.167
22.1701
41.07
Q .
11.250
22.4552
41.41
Q .
11.333
22.7428
41.75
Q .
11.417
23.0328
42.10
Q .
11.500
23.3252
42.46
Q .
11.583
23.6200
42.81
Q ,
11.667
23.9169
43.11
Q .
11.750
24.2157
43.38
QV.
11.833
24.5164
43.66
QV.
Page 18
11.917
24.8191
43.95
QV.
12.000
25.1238
44.24
QV.
12.083
25.4306
44.55
Qv.
12.167
25.7394
44.84
QV. ,
12.250
26.0502
45.12
Q.
12.333
26.3625
45.36
Q.
12.417
26.6762
45.54
Q.
12.500
26.9907
45.67
QV
12.583
27.3058
45.75
QV
12.667
27.6212
45.80
QV
12.750
27.9369
45.85
QV
12.833
28.2531
45.90
QV
12.917
28.5696
45.96
QV
13.000
28.8867
46.04
Qv
13.083
29.2044
46.14
QV
13.167
29.5230
46.26
Q.V
13.250
29.8425
46.40
. Q.V
13.333
30.1632
46.56
Q.V
13.417
30.4851
46.74
Q.V
13.500
30.8084
46.95
Q.V
13.583
31.1334
47.18
Q.V
13.667
31.4601
47.44
Q.V
13.750
31.7889
47.73
Q.V
13.833
32.1197
48.04
Q. V
13.917
32.4530
48.39
Q. v
14.000
32.7888
48.76
Q. v
14.083
33.1274
49.17
Q. v
14.167
33.4692
49.62
Q. v
14.250
33.8145
50.14
Q v
14.333
34.1640
50.75
Q v
14.417
34.5184
51.47
Q v
14.500
34.8786
52.30
Q v
14.583
35.2452
53.23
Q v
14.667
35.6184
54.19
Q v
14.750
35.9980
55.12
Q v
14.833
36.3840
56.04
Q V
14.917
36.7767
57.02
Q v
15.000
37.1765
58.05
Q v
15.083
37.5837
59.13
Q v
15.167
37.9987
60.26
Q V
15.250
38.4220
61.46
Q v
15.333
38.8541
62.73
Q v
15.417
39.2947
63.99
Q v
15.500
39.7440
65.23
QV
15.583
40.2026
66.59
Q V
15.667
40.6716
68.10
Q V
15.750
41.1523
69.79
Q V
15.833
41.6455
71.62
QV
15.917
42.1519
73.52
QV
16.000
42.6726
75.61
Q .
16.083
43.2101
78.05
QV
16.167
43.7675
80.93
Q
16.250
44.3488
84.41
Q
16.333
44.9572
88.34
VQ
16.417
45.5931
92.32
VQ .
16.500
46.2547
96.07
V Q.
16.583
46.9375
99.14
V Q.
16.667
47.6360
101.42
v Q
16.750
48.3459
103.08
v Q
16.833
49.0639
104.25
v Q
16.917
49.7875
105.06
V .Q
17.000
50.5148
105.61
v .Q
17.083
51.2446
105.96
V.Q
17.167
51.9759
106.19
v.Q
17.250
52.7081
106.31
v.Q
Page 19
17.333
53.4403
106.32
V.Q
17.417
54.1720
106.23
VQ
17.500
54.9023
106.05
VQ
17.583
55.6308
105.78
VQ
17.667
56.3571
105.46
,Q
17.750
57.0809
105.09
,Q
17.833
57.8018
104.68
QV
17.917
58.5197
104.24
QV
18.000
59.2345
103.78
Q v
18.083
59.9459
103.30
Q V
18.167
60.6538
102.79
Q V
18.250
61.3582
102.28
Q V
18.333
62.0590
101.76
Q V
18.417
62.7564
101.25
Q V
,
18.500
63.4504
100.77
Q V
18.583
64.1411
100.29
Q v
18.667
64.8286
99.83
Q, v ,
18.750
65.5129
99.36
Q. v
18.833
66.1940
98.90
Q. v
18.917
66.8719
98.43
Q,
V ,
19.000
67.5465
97.95
Q,
V
19.083
68.2177
97.46
Q.
v
19.167
68.8853
96.93
Q.
V
19.250
69.5492
96.40
Q,
V
19.333
70.2093
95.85
Q.
v
19.417
70.8657
95.31
Q.
V
19.500
71.5182
94.75
Q
V
19.583
72.1670
94.20
Q
V
19.667
72.8120
93.64
Q
V ,
19.750
73.4530
93.08
Q
V
19.833
74.0902
92.52
Q
V
19.917
74.7236
91.96
Q
V
20.000
75.3528
91.37
Q
V ,
20.083
75.9778
90.75
Q
v ,
20.167
76.5985
90.13
Q
v ,
20.250
77.2150
89.51
Q
V ,
20.333
77.8271
88.89
Q
v.
20.417
78.4351
88.27
Q
V.
20.500
79.0387
87.65
Q
V.
20.583
79.6381
87.03
Q
V.
20.667
80.2333
86.42
Q
V
20.750
80.8242
85.80
Q
V
20.833
81.4106
85.15
Q
V
20.917
81.9924
84.48
Q
v
21.000
82.5696
83.80
Q
V
21.083
83.1421
83.13
Q
v
21.167
83.7100
82.46
Q
.V
21.250
84.2733
81.79
Q
V
21.333
84.8320
81.13
Q
V
21.417
85.3862
80.47
Q
,V
21.500
85.9359
79.81
Q
V
21.583
86.4811
79.16
Q
V
21.667
87.0216
78.48
Q
v
21.750
87.5572
77.77
Q
V
21.833
88.0880
77.07
Q
v
21.917
88.6140
76.37
Q
V
22.000
89.1352
75.68
Q
v
22.083
89.6516
74.99
Q .
v
22.167
90.1634
74.31
Q
v
22.250
90.6704
73.63
Q
v ,
22.333
91.1729
72.95
Q
v
22.417
91.6707
72.29
Q
V
22.500
92.1638
71.60
Q
V
22.583
92.6519
70.87
Q
V
22.667
93.1348
70.12
Q
V ,
Page 20
22.750
93.6126
69.38
Q
v
22.833
94.0854
68.64
Q
v
22.917
94.5531
67.92
Q
v
23.000
95.0159
67.20
Q
v
23.083
95.4738
66.49
Q
v
23.166
95.9269
65.78
Q
v
23.250
96.3751
65.09
Q
v
23.333
96.8186
64.40
Q
v
23.416
97.2573
63.70
Q
v
23.500
97.6910
62.96
Q
v
23.583
98.1192
62.18
Q
v
23.666
98.5422
61.41
Q
v
23.750
98.9599
60.65
Q
v
23.833
99.3724
59.90
Q
v ,
23.916
99.7799
59.17
Q
v
24.000
100.1824
58.44
,Q
v ,
END OF FLOOD ROUTING ANALYSIS
Page 21
Technical Appendix
00-Year Hydraulic Analysis
H
P
a
O
O
O
O
O
00
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O
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it ic'.c irfr it is irfr tr irfr iefr fr4r is is frfrfrie ie irfr it it is irfrfrir is iefrfrie irfr*irfr itfrfrfrfrir it is ie is is itfrfric it irfr it ie it it is iefr*frfrfriefr *fr it it it
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
irfr fric icfrfrfrfric it is icfrfrfrfriefr frfrfrirfrfrir DESCRIPTION OF STUDY
i` SIERRA BUSINESS PARK it
i` SIERRA AVENUE / SLOVER AVENUE STORM DRAIN
i` 100-YEAR HYDRAULIC ANALYSIS is
irfr irfr is irfrfrir irfr irfr frfrfr*fr irfr icfr*fricfr iv irfrfrfrfrfrfrirfr *isfrfr icfr frfr irfr irfr frfr *frfrfrfrfrfrfrfr iefr iefr it*frfrfrfrfr*irfr*
---------------
FILE NAME: SBPMA100.HGL
TIME/DATE OF STUDY: 7:49 6/17/2004
fr frfrirfr frfrit tYfr frirfr frfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfr*frfrfric it irfrfr*frfrfrfrfrfrfricicirfr frfrfrfrfrfrfrfrfrfrfrfricfr irfr fricfr frfr it icfrirfrfr
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- 11.82* 41750.59 5.03 27006.21
1
FRICTION
5262.77-
11.21*
39321.17
4.50
29171.11
1
FRICTION+BEND
5347.58-
11.24*
39459.75
4.31
30220.23
1
FRICTION
5355.57-
11.22*
39385.61
4.30
30331.07
1
JUNCTION
2252.33-
8.49*
31334.17
6.48
DC
27519.51
1
FRICTION
2736.17-
9.97*
35411.84
6.48
DC
27519.51
1
JUNCTION
2740.83-
10.54*
34717.80
6.30
DC
25013.43
1
FRICTION
3121.17-
11.37*
37014.54
6.30
DC
25013.43
1
JUNCTION
3125.83-
11.38*
37038.80
6.30
DC
25013.43
1
FRICTION
3565.58-
12.34*
39687.25
6.30
DC
25013.43
1
JUNCTION
3582.33-
13.64*
38907.53
5.03
20667.79
1
FRICTION
3590.58-
13.65*
38927.13
4.99
20726.65
1
JUNCTION
3607.33-
11.97*
17024.79
2.41
11972.71
1
FRICTION
1 HYDRAULIC
JUMP
3787.69-
4.32*Dc
8165.33
4.32*DC
8165.33
1
JUNCTION
3794.35-
5.17*
8126.47
3.75
7692.10
1
FRICTION
1 HYDRAULIC
JUMP
4247.67-
4.22
DC
7541.13
3.07*
8594.43
1
JUNCTION
4252.33-
4.16*DC
8111.70
4.16*Dc
8111.70
Page 1
}
FRICTION
4459.70-
5.05*
8778.84
4.16
DC
8111.70
}
JUNCTION
4459.70-
6.33*
8122.28
3.51
6177.37
}
FRICTION
4719.80-
6.11*
7900.30
3.50
6185.94
}
JUNCTION
4724.46-
6.05*
7841.02
3.53
6167.94
}
FRICTION
4974.99-
5.83*
7626.30
3.91
DC
6076.29
}
JUNCTION
4974.99-
6.73*
6862.25
2.80
4478.40
}
FRICTION
5219.37-
5.71*
5851.15
2.49
4847.70
}
JUNCTION
5227.28-
4.51*
5022.78
3.12
4571.36
}
FRICTION
5300.00-
4.46*
4981.84
3.09
4588.02
}
JUNCTION
5300.00-
4.47*
4989.37
3.07
4600.37
}
FRICTION
} HYDRAULIC JUMP
5574.44-
4.36
4905.82
2.53*
5160.53
}
FRICTION+BEND
5602.48-
4.34
4889.47
2.45*
5285.50
}
JUNCTION
5607.14-
3.36*DC
5009.23
3.36*DC
5009.23
}
FRICTION+BEND
5748.25-
4.90*
5880.55
3.36
DC
5009.23
}
FRICTION
5895.25-
6.31*
6724.26
3.36
DC
5009.23
}
JUNCTION
5895.25-
6.33*
6736.00
3.36
DC
5009.23
}
FRICTION
5947.67-
6.83*
7039.37
3.36
DC
5009.23
}
JUNCTION
5952.33-
8.21*
6927.50
3.27
DC
4051.30
}
FRICTION
6132.50-
9.39*
7638.67
3.26
DC
4051.31
}
JUNCTION
6132.50-
9.41*
7647.65
3.27
DC
4051.30
}
FRICTION
6270.81-
10.32*
8193.07
2.97
4115.97
}
FRICTION+BEND
6285.81-
10.51*
8310.81
3.26
DC
4051.31
}
JUNCTION
6285.81-
10.53*
8319.78
3.27
DC
4051.30
}
FRICTION+BEND
6343.04-
11.62*
8972.74
3.27
DC
4051.30
}
FRICTION
6358.16-
11.78*
9072.53
3.27
DC
4051.30
}
JUNCTION
6362.83-
13.00*
8980.87
3.12
DC
3194.26
}
FRICTION
6763.18-
15.77*
10646.16
3.12
DC
3194.26
}
JUNCTION
6773.18-
17.47*
9929.15
2.20
DC
1121.75
}
FRICTION
6884.95-
17.29*
9820.62
2.20
DC
1121.75
}
JUNCTION
6884.95-
17.33*
9822.01
2.17
DC
1086.37
}
FRICTION
7143.95-
16.89*
9554.36
2.17
DC
1086.37
}
JUNCTION
7149.45-
17.01*
9538.11
1.97
941.33
}
FRICTION
Page 2
7239.93- 16.73* 9367.95 1.97 941.59
1 FRICTION+BEND
7315.36- 16.54* 9257.41 2.05 DC 939.31
1 JUNCTION
7315.36- 16.63* 9256.20 1.88 857.46
1 FRICTION+BEND
7348.91- 16.54* 9205.87 1.97 DC 854.81
1 JUNCTION
7348.91- 16.61* 9203.98 1.82 782.54
1 FRICTION+BEND
7373.43- 16.55* 9167.27 1.84 781.66
1 FRICTION
7387.93- 16.50* 9137.35 1.90 DC 780.43
------------------------------------------------------------------------------
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.
it Y 4r it it �r it it ir:; is is 4r 4r*ie it is it t;isi; 4e ie is it it*i:4c ie fe is it it ie it*ic it is it ie fe*4e it 4r it it 4;*4r*ic ie 4c it 4r'.c it �r is 4c ir*it it Yc ie ie it it it i; 9c �'c S:
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 4997.86 FLOWLINE ELEVATION = 1030.88
PIPE FLOW = 645.50 CPS PIPE DIAMETER = 108.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 1042.700
-----------------------------------------------------------
NODE 4997.86 : HGL = < 1042.700>;EGL= < 1044.299>;FLOWLINE= < 1030.880>
fr it it dt 4r is*:r*ir sY 4c it*i: it Y: kie it 4r 4r is***ir it is Tr is s4 is it 4r sY is it ie*4e:r �e it it is ic'.;*sY ir'„'4: it it 4r is ic'.r is 4e :e ie*ic is it 4r 4e 4r it***i; i-4r :c
FLOW PROCESS FROM NODE 4997.86 TO NODE 5262.77 IS CODE = 1
UPSTREAM NODE 5262.77 ELEVATION = 1032.20 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 645.50 CPS PIPE DIAMETER = 108.00 INCHES
PIPE LENGTH = 264.91 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 645.50)/( 12486.090))**2 = .00267
HF=L*SF = ( 264.91)*( .00267) = .708
------------------------------------------------------------------------------
NODE 5262.77 : HGL = < 1043.408>;EGL= < 1045.007>;FLOWLINE= < 1032.200>
4;dr:ric:c*::4; 4r it it �•ir it**'.csY'.r*ir it k is*ir*sY it it it it is*Yr 4r Yr it*ir it Y 4r is**4r*ir 4r 4l it ir:c it it it ie*�Y Y it Yr sY 9t*Y :c :c Yr fe it it it is*fr :r
FLOW PROCESS FROM NODE 5262.77 TO NODE 5347.58 IS CODE = 3
UPSTREAM NODE 5347.58 ELEVATION = 1032.63 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 645.50 CPS PIPE DIAMETER = 108.00 INCHES
CENTRAL ANGLE = 32.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 84.81 FEET BEND COEFFICIENT(KB) = .14907
FLOW VELOCITY = 10.15 FEET/SEC. VELOCITY HEAD = 1.599 FEET
HB=KB*(VELOCITY HEAD) = ( .149)*( 1.599) = .238
SF=(Q/K)**2 = (( 645.50)/( 12486.380))**2 = .00267
HF=L*SF = ( 84.81)*( .00267) = .227
TOTAL HEAD LOSSES = HB + HF = ( .238)+( .227) _ .465
NODE 5347.58 : HGL = < 1043.873>;EGL= < 1045.472>;FLOWLINE= < 1032.630>
4c*4t 4r*ir is it is ic*f:4:*�c fr Yc is*i:4c ic.4c4r it it sY it it*?r is it 4t it Y �r i'tic*9r do dr*�ic:c:r is fr it is is is it*ir it Y;Y; 4t it*ir is***:t 4c 4c 4c �c ieir it it 4r
FLOW PROCESS FROM NODE 5347.58 TO NODE 5355.57 IS CODE = 1
UPSTREAM NODE 5355.57 ELEVATION = 1032.67 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 645.50 CPS PIPE DIAMETER = 108.00 INCHES
PIPE LENGTH = 7.99 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 645.50)/( 12483.760))**2 = .00267
HF=L*SF = ( 7.99)*( .00267) = .021
------------------------------------------------------------------------------
Page 3
NODE 5355.57 : HGL = < 1043.894>;EGL= < 1045.493>;FLOWLINE= < 1032.670>
ie it it it is it it ie$oY is ie is ie it ie it ie ie ie it it is is it it it is it ie it ie is is is it is ie ie ie it it fe it it is it is is it ie it it it irir 4c it it ie s4 it it is is it is is is irir is it it it is it it
FLOW PROCESS FROM NODE 2247.67 TO NODE 2252.33 IS CODE = 5
UPSTREAM NODE 2252.33 ELEVATION = 1033.77 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
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
14.611
DOWNSTREAM
645.50
108.00
-
1032.67
6.29
10.147
LATERAL #1
.00
.00
.00
.00
.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 = .00707
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00267
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00487
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .023 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .078)+( .000) = .078
NODE 2252.33 : HGL = < 1042.256>;EGL= < 1045.571>;FLOWLINE= < 1033.770>
is it it is it k it it it is it ic*ir is it it is it is it ir�ir is is it it it it it it it ir*ic it it it it it is it is it ie is it it it it is it is is it it is it is it it ie is it is it it it is it is is is is it it it
FLOW PROCESS
FROM NODE 2252.33 TO NODE 2736.17 IS CODE = 1
UPSTREAM NODE
2736.17 ELEVATION = 1035.71 (FLOW IS UNDER
PRESSURE)
----- ------------------------------------------------------------------
CALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
645.50 CFS PIPE DIAMETER = 90.00 INCHES
PIPE LENGTH =
483.84 FEET MANNING'S N = .01300
SF=(Q/K)**2 =
(( 645.50)/( 7678.799))**2 = .00707
HF=L*SF = (
483.84)*( .00707) = 3.419
NODE 2736.17
--------------------------------------------------
: HGL = < 1045.676>;EGL= < 1048.990>;FLOWLINE= < 1035.710>
it is it it*ir it it it it it it is it it*ir
is it is it is it it s4 is is is it ie it it it ie is it is it*it it it is is it it it it it ie it is Y it it ir.*it is it**is ie&ic
it it it it is it is it *ie it is
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)
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-Ql*Vl*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4 *COS (DELTA4))/((Al+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 = < 1046.259>;EGL= < 1049.161>;FLOWLINE= < 1035.720>
Page 4
ici�iritiriririririeiticitici: iciriticitiriririticiritirititiritsYicirititiciriririririciricitititieieieir*iriciririciririeiricirieieitiririritir it itiriris
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 = < 1048.612>;EGL= < 1051.515>;FLOWLINE= < 1037.240>
FLOW PROCESS FROM NODE 3121.17 TO NODE 3125.83 IS CODE = 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 = < 1048.641>;EGL= < 1051.543>;FLOWLINE= < 1037.260>
it it *iris*ir it ie is*ir it ie is it is*ir*ir is is is it it sY is it is ir*ir*ic is is it it**ir ie it it it it is ie is is it it*ie&ic it ie it sY ih ie it *ir is it is is it it is ie it it it is
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 = < 1051.362>;EGL= < 1054.264>;FLOWLINE= < 1039.020>
is ir*i::lir***�•*it*i:i:R•�'i.•*ir*ir it**ir it f:ic:r it it it ir'z it it ir*ir:r it is*it*ir'.r it it it it it it is
�•'.t ie i.•*ir it is it is*:.•�•ir
it it it*'..•*ir *.ir
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:
Page 5
DY=(Q2*V2-Q1itV1*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) = r578
------------------------------------------------------------------------------
NODE 3582.33 : HGL = < 1052.732>;EGL= < 1054.843>;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)
------------------------------------------------------------------------------
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 = < 1052.769>;EGL= < 1054.880>;FLOWLINE= < 1039.120>
FLOW PROCESS FROM NODE 3590.58 TO NODE 3607.33 IS CODE = 5
UPSTREAM NODE 3607.33 ELEVATION = 1041.68 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 234.47 60.00 .00 1041.68 4.32 11.941
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=(Q2itV2-Ql*Vl*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4^•COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00810
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00450
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00630
JUNCTION LENGTH = 16.75 FEET
FRICTION LOSSES = .106 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .981)+( .000) = .981
------------------------------------------------------------------------------
NODE 3607.33 : HGL = < 1053.647>;EGL= < 1055.861>;FLOWLINE= < 1041.680>
»»»»»»»»» i.•»»»» it»»» » »»»» it»»»»»»»»»»»»»»»»»»»»»»»»» ic» is �Y»»»»» it»»»» it »»»»»» sY R•»» »* ic'.r
FLOW PROCESS FROM NODE 3607.33 TO NODE 3787.69 IS CODE = 1
UPSTREAM NODE 3787.69 ELEVATION = 1051.41 (HYDRAULIC JUMP OCCURS)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 234.47 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 180.36 FEET MANNING'S N = .01300
------------------------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 2.16 CRITICAL DEPTH(FT) = 4.32
------------------------------------------------------------------------------
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.32
------------------------------------------------------------------------------
------------------------------------------------------------------------------
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
Page 6
------------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
4.318
13.002
6.945
8165.33
.097
4.232
13.225
6.950
8170.35
.400
4.146
13.467
6.964
8185.61
.924
4.059
13.728
6.988
8211.48
1.693
3.973
14.010
7.023
8248.38
2.733
3.887
14.312
7.070
8296.83
4.074
3.801
14.637
7.130
8357.42
5.755
3.714
14.986
7.204
8430.81
7.820
3.628
15.361
7.294
8517.77
10.326
3.542
15.762
7.402
8619.16
13.338
3.455
16.193
7.530
8735.92
16.938
3.369
16.655
7.679
8869.15
21.228
3.283
17.152
7.854
9020.05
26.336
3.196
17.685
8.056
9190.00
32.424
3.110
18.259
8.290
9380.54
39.703
3.024
18.877
8.560
9593.40
48.456
2.937
19.543
8.872
9830.59
59.063
2.851
20.263
9.231
10094.34
72.067
2.765
21.042
9.644
10387.23
88.261
2.679
21.887
10.121
10712.21
108.885
2.592
22.804
10.672
11072.67
136.018
2.506
23.803
11.309
11472.56
173.568
2.420
24.894
12.048
11916.41
180.360
------------------------------------------------------------------------------
2.409
25.031
12.144
11972.71
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
------------------------------------------------------------------------------
DOWNSTREAM CONTROL
ASSUMED PRESSURE HEAD(FT) = 11.97
-------------------------------------------------------------------------
PRESSURE FLOW PROFILE COMPUTED
------------------------------------------------------------------------------
INFORMATION:
DISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
11.967
11.941
14.181
17024.79
151.971
5.000
11.941
7.214
8488.97
ASSUMED DOWNSTREAM
PRESSURE HEAD(FT)
5.00
------------------------------------------------------------------
GRADUALLY VARIED FLOW PROFILE
------------------------------------------------------------------------------
COMPUTED INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
151.971
5.000
11.938
7.214
8488.97
152.499
4.973
11.946
7.190
8459.28
152.967
4.945
11.961
7.168
8432.69
153.399
4.918
11.980
7.148
8408.14
153.800
4.891
12.003
7.129
8385.27
154.176
4.864
12.029
7.112
8363.89
154.529
4.836
12.058
7.095
8343.85
154.860
4.809
12.089
7.080
8325.06
155.170
4.782
12.123
7.065
8307.46
155.462
4.755
12.159
7.052
8290.99
155.734
4.727
12.197
7.039
8275.62
155.989
4.700
12.237
7.027
8261.31
156.226
4.673
12.280
7.016
8248.04
156.445
4.646
12.324
7.005
8235.79
156.648
4.618
12.370
6.996
8224.54
156.833
4.591
12.419
6.987
8214.28
157.001
4.564
12.469
6.979
8205.00
157.153
4.536
12.521
6.972
8196.70
157.287
4.509
12.575
6.966
8189.37
157.404
4.482
12.630
6.961
8183.02
Page 7
157.504 4.455 12.688 6.956 8177.63
157.586 4.427 12.747 6.952 8173.21
157.650 4.400 12.808 6.949 8169.77
157.696 4.373 12.871 6.947 8167.31
157.725 4.346 12.936 6.946 8165.82
157.734 4.318 13.002 6.945 8165.33
180.360 4.318 13.002 6.945 8165.33
------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------
PRESSURE+MOMENTUM BALANCE OCCURS AT 125.05 FEET UPSTREAM OF NODE 3607.33
DOWNSTREAM DEPTH = 6.234 FEET, UPSTREAM CONJUGATE DEPTH = 2.882 FEET
------------------------------------------------------------------------------
NODE 3787.69 : HGL = < 1055.728>;EGL= < 1058.355>;FLOWLINE= < 1051.410>
it it sk it it*ic is it it is it it is is is ie it*sk it it it it*ir it it it it it is it it is it is*it sk it sk. ie is it it sk ie sk it sk it it it sk fr it it*it ie it sk *it is it it it it *ir sk it it sk it*
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)
--------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 221.86 60.00 .00 1051.48 4.22 11.299
DOWNSTREAM 234.47 60.00 - 1051.41 4.32 13.006
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-Ql*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00726
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00746
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00736
JUNCTION LENGTH = 6.66 FEET
FRICTION LOSSES = .049 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES ( .275)+( .000) = .275
--------------------------------------------------------------
NODE 3794.35 : HGL = < 1056.648>;EGL= < 1058.630>;FLOWLINE= < 1051.480>
is it it is ir*�-ie*i:skit*ir ie is it ie**sk sk it k****sY*ir**ie sk *.sk is sk it**sY *iris**ir*ie**skit*sk is**ir ie sk is it it ie is sk sY it is it it sk sk it sk
FLOW PROCESS FROM NODE 3794.35 TO NODE 4247.67 IS CODE = 1
UPSTREAM NODE 4247.67 ELEVATION = 1055.28 (HYDRAULIC JUMP OCCURS)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 221.86 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 453.32 FEET MANNING'S N = .01300
------------------------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 3.82 CRITICAL DEPTH(FT) = 4.22
------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.07
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 3.070 17.543 7.852 8594.43
12.222 3.100 17.344 7.774 8532.46
24.642 3.130 17.150 7.700 8472.94
37.280 3.160 16.960 7.629 8415.79
50.156 3.190 16.776 7.562 8360.96
63.294 3.219 16.596 7.499 8308.37
76.721 3.249 16.421 7.439 8257.98
90.469 3.279 16.250 7.382 8209.71
Page 8
104.575
3.309
16.083
7.328
8163.52
119.083
3.339
15.920
7.277
8119.35
134.045
3.369
15.761
7.228
8077.15
149.523
3.399
15.606
7.183
8036.87
165.595
3.428
15.455
7.140
7998.47
182.354
3.458
15.307
7.099
7961.90
199.921
3.488
15.163
7.061
7927.12
218.448
3.518
15.023
7.025
7894.08
238.137
3.548
14.886
6.991
7862.75
259.260
3.578
14.752
6.959
7833.09
282.200
3.608
14.621
6.929
7805.05
307.515
3.638
14.494
6.902
7778.62
336.070
3.667
14.369
6.876
7753.74
369.314
3.697
14.248
6.851
7730.39
409.964
3.727
14.129
6.829
7708.54
453.320
------------------------------------------------------------------------------
3.751
14.037
6.812
7692.10
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
------------------------------------------------------------------------------
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 5.17
-----------------------------------------------------------------=-
PRESSURE FLOW PROFILE COMPUTED
------------------------------------------------------------------------------
INFORMATION:
DISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
5.168
11.299
7.150
8126.47
148.883
5.000
11.299
6.982
7921.05
ASSUMED DOWNSTREAM PRESSURE HEAD(FT)
5.00
---------------
GRADUALLY VARIED
------------------------------------------------------------------------------
--------------___________________
FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
148.883
5.000
11.296
6.982
7921.05
168.808
4.969
11.305
6.955
7887.02
183.753
4.938
11.322
6.930
7856.39
196.588
4.907
11.344
6.906
7828.00
208.017
4.876
11.371
6.885
7801.46
218.392
4.845
11.401
6.864
7776.56
227.925
4.814
11.434
6.845
7753.16
236.752
4.782
11.470
6.827
7731.16
244.971
4.751
11.509
6.810
7710.50
252.649
4.720
11.551
6.793
7691.11
259.838
4.689
11.595
6.778
7672.97
266.573
4.658
11.642
6.764
7656.04
272.881
4.627
11.691
6.751
7640.30
278.783
4.596
11.742
6.738
7625.73
284.289
4.565
11.796
6.727
7612.33
289.407
4.534
11.852
6.717
7600.08
294.138
4.503
11.910
6.707
7588.97
298.477
4.472
11.971
6.698
7579.02
302.417
4.441
12.034
6.691
7570.21
305.942
4.410
12.099
6.684
7562.55
309.035
4.379
12.166
6.678
7556.05
311.668
4.347
12.236
6.674
7550.71
313.807
4.316
12.308
6.670
7546.53
315.411
4.285
12.382
6.667
7543.54
316.424
4.254
12.458
6.666
7541.73
316.780
4.223
12.536
6.665
7541.13
453.320
4.223
12.536
6.665
7541.13
------------------------END
OF HYDRAULIC JUMP
ANALYSIS------------------------
PRESSURE+MOMENTUM
BALANCE OCCURS AT 194.20 FEET UPSTREAM OF NODE 3794.35
DOWNSTREAM
-----------------------------------------------------------------------------
DEPTH = 4.913
FEET, UPSTREAM CONJUGATE
DEPTH = 3.578 FEET
Page 9
NODE 4247.67 : HGL = < 1058.350>;EGL= < 1063.132>;FLOWLINE= < 1055.280>
itieiticirieiricieieicirieiriciricieitit$tit�Yirititititicitit�Yiritititirititirititititicieirititicicicitieiticititicieitieieicitiriefticiririeitieiricirit
FLOW PROCESS FROM NODE 4247.67 TO NODE 4252.33 IS CODE = 5
UPSTREAM NODE 4252.33 ELEVATION = 1055.83 (FLOW IS SUPERCRITICAL)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE
FLOW
DIAMETER
ANGLE
FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
221.86
54.00
.00
1055.83
4.16
14.442
DOWNSTREAM
221.86
60.00
-
1055.28
4.22
17.548
LATERAL #1
.00
.00
.00
.00
.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-QI*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4 *COS (DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01103
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01499
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01301
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .061 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .099)+( .000) = .099
NODE 4252.33 : HGL = < 1059.992>;EGL= < 1063.231>;FLOWLINE= < 1055.830>
itic ie it * itit ie is * it * it ie it is it it is it it is � is it it it is it?t it is ie it it is it it it it it it it it ie it it it * * it it it it ie it it it it ie it is is � is it it it is & it it ie is is it it it
FLOW PROCESS FROM
NODE 4252.33 TO NODE
4459.70 IS CODE = 1
UPSTREAM NODE 4459.70
ELEVATION =
------------------------------------------------------
1057.80 (FLOW
UNSEALS IN REACH)
CALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
221.86 CFS
PIPE
DIAMETER =
54.00 INCHES
PIPE LENGTH =
207.37 FEET
MANNING'S
N =
.01300
===> NORMAL PIPEFLOW
------------------------------------------------------------------------------
IS PRESSURE FLOW
NORMAL DEPTH(FT) =
4.50
CRITICAL
DEPTH(FT) = 4.16
DOWNSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
= 4.16
GRADUALLY VARIED FLOW
------------------------------------------------------------------------------
PROFILE
COMPUTED INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
4.162
14.438
7.401
8111.70
.110
4.176
14.408
7.401
8111.86
.441
4.189
14.379
7.402
8112.35
.997
4.203
14.351
7.403
8113.15
1.779
4.216
14.323
7.404
8114.29
2.788
4.230
14.296
7.405
8115.75
4.024
4.243
14.270
7.407
8117.55
5.487
4.257
14.244
7.409
8119.69
7.173
4.270
14.219
7.412
8122.17
9.079
4.284
14.195
7.415
8125.00
11.201
4.297
14.172
7.418
8128.20
13.532
4.311
14.150
7.422
8131.75
16.066
4.324
14.128
7.426
8135.68
18.795
4.338
14.107
7.430
8140.00
21.709
4.351
14.087
7.435
8144.70
24.800
4.365
14.068
7.440
8149.82
28.055
4.378
14.050
7.446
8155.36
31.464
4.392
14.033
7.452
8161.35
35.014
4.405
14.017
7.458
8167.80
38.693
4.419
14.003
7.465
8174.75
Page 10
42.487
4.432
13.989
7.473
8182.23
46.383
4.446
13.976
7.481
8190.28
50.367
4.459
13.966
7.490
8198.98
54.426
4.473
13.956
7.499
8208.41
58.544
4.486
13.949
7.510
8218.75
62.708
4.500
13.945
7.522
8230.42
FLOW IS UNDER
PRESSURE
207.370
5.088
13.950
8.110
8814.03
------------------------------------------------------------------------------
NODE 4459.70 : HGL = < 1062.853>;EGL= < 1065.874>;FLOWLINE= < 1057.800>
irkk �•k it ie it is i:kkkir kir kie kirk kir irk kit it irkkkkkirkkkkir it itkie ki�ir irkkkkkicic irk ick it kirirkkkkkkkick irk irkkk
FLOW PROCESS
FROM NODE
4459.70 TO NODE 4459.70 IS
CODE = 5
UPSTREAM NODE
------------------------------------------------------------------------------
4459.70
ELEVATION = 1057.80 (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 1057.80
3.91
11.490
DOWNSTREAM
221.86
54.00 - 1057.80
4.16
13.950
LATERAL #1
39.11
24.00 45.00 1057.80
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*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)-
Q4*V4irCOS(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+HVI-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .310)+( .000) = .310
NODE 4459.70 HGL = < 1064. 134>; EGL= < 1066. 184>; FLOWLINE= < 1057.800>
k kkkkkkkkk'.ckkkkkkkkki.•fekkkk*kirkkkkkickkkk*kkkkkkkkirk kkkkkkkir'..•k kkkk�.•kkkkkkkkk::k irk
FLOW PROCESS FROM NODE 4459.70 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 = 260.10 FEET MANNING'S N .01300
SF=(Q/K)**2 = (( 182.75)/( 1966.482))**2 = .00864
HF=L*SF = ( 260.10)*( .00864) = 2.246
NODE 4719.80 : HGL = < 1066.380>;EGL= < 1068.430>;FLOWLINE= < 1060.270>
ick it irkkk �•ick kki: kkirirkirkkkkkkkkkkkkkkkkkkkkirk kirkkkkki.•kkkkirkkkkkkk k:�•k k�irkkkkkk kkki:k
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-Q1*V1*COS(DELTAI)-Q3*V3=COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
Page 11
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+HVl-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .040)+( .000) = .040
NODE 4724.46 : HGL = < 1066.420>;EGL= < 1068.471>;FLOWLINE= < 1060.370>
is irie ie ie ie �Y is is is is*ir it it is is ie it is is it is it ie ie it ie is it is is it is ie ie it is ie is ie it ie it it it it is it is is is is it is is it ie is is is is is it is it ie s4 it it ie ie ie is is is ic*
FLOW PROCESS FROM NODE 4724.46 TO NODE 4974.99 IS CODE = 1
UPSTREAM NODE 4974.99 ELEVATION = 1062.75 (FLOW IS UNDER PRESSURE)
-------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 182.75 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 250.53 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 182.75)/( 1966.478))**2 = .00864
HF=L*SF = ( 250.53)*( .00864) = 2.164
NODE 4974.99 : HGL = < 1068. 584>; EGL= < 1070. 634>; FLOWLINE= < 1062.750>
is is �•i: is it it is is is is is it it is*it is it it is is is is is i:ir it is it it ie it it sY is it is it it is ie is is it is is it it is ie it is ie is it is is is is**k is it is it is it it it is it*it it it*
FLOW PROCESS FROM NODE 4974.99 TO NODE 4974.99 IS CODE = 5
UPSTREAM NODE 4974.99 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 11.490
M 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-Ql*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)
Q4*V4*COS(DELTA4))/((AI+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 4974.99 : HGL = < 1069.484>;EGL= < 1070.699>;FLOWLINE= < 1062.750>
is it is is is*ic it is it it it is i:i:*ir ir. is it**ir is it is it is it: irit is it it is is it it is it is it it it it it it is is is is is �c it ie ie fr is**.ici: is it it it is is it is is it is is it is is is
FLOW PROCESS FROM NODE 4974.99 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 = 54.00 INCHES
PIPE LENGTH = 244.38 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 140.71)/( 1966.486))**2 = .00512
HF=L*SF = ( 244.38)*( .00512) = 1.251
NODE 5219.37 : HGL = < 1070.735>;EGL= < 1071.950>;FLOWLINE= < 1065.020>
it is it it is �•ic ie i:i:iritir*iri:i.•i: sY is is is it it it is is it it is*�•iri: ie is is it is is is it i:ics: it it i:ic is is it it is is it is it*i:icit it ie is it is it is it is it is is *ir it is
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:
Page 12
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-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 = .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
NODE 5227.28 : HGL = < 1070.072>;EGL= < 1072.019>;FLOWLINE= < 1065.560>
it it it*�-4e it*ir it it it it it it it*ie it it ie ie*4r it is �Y ici:i:*ir is it it Yt it it is ie it 4t iri: it it it it it it it it is it is it is it it**ir it is it*ir it ie it ie ie is it it ie it is
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
SF=(Q/K)**2 = (( 140.71)/( 1436.358))**2 = .00960
HF=L*SF = ( 72.72)*( .00960) = .698
NODE 5300.00 : HGL = < 1070.770>;EGL= < 1072.716>;FLOWLINE= < 1066.310>
it it is*�•**it it**ir*::ir*i:ic**ir is is it is it is it it is it*'.r*ir it ie it it*ir ie*k***ir is sY*ic it*ic*ie is ie*ir*ic ie it it is*ic is it it****ic is
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*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 = .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+HVl-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .010)+( .000) = .010
NODE 5300.00 : HGL = < 1070.779>;EGL= < 1072.726>;FLOWLINE= < 1066.310>
is is is is**ir it is is it it it i; *i: it it*ie is is it is it*sY it is it is it iY'x is it it it it it is it ie it is it it ie it it is is is is ic.*ic is is is it ie is*ic it is is it ie ie it it it is it is is
FLOW PROCESS FROM NODE 5300.00 TO NODE 5574.44 IS CODE = 1
UPSTREAM NODE 5574.44 ELEVATION = 1069.05 (HYDRAULIC JUMP OCCURS)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD)
PIPE FLOW = 140.71 CFS PIPE DIAMETER = 48.00 INCHES
Page 13
PIPE LENGTH = 274.44 FEET MANNING'S N = .01300
7 ---------------------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 3.21 CRITICAL DEPTH(FT) = 3.52
UPSTREAM CONTROL
------------------------------------------------------------------------------
ASSUMED FLOWDEPTH(FT) =
2.53
------------------------------------------------------------------------------
GRADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT) MOMENTUM(POUNDS)
.000
2.527
16.816
6.920
5160.53
10.207
2.554
16.607
6.839
5117.90
20.579
2.581
16.404
6.762
5077.06
31.130
2.609
16.207
6.690
5037.97
41.878
2.636
16.015
6.621
5000.58
52.841
2.663
15.829
6.556
4964.82
64.043
2.691
15.648
6.495
4930.67
75.509
2.718
15.472
6.437
4898.05
87.269
2.745
15.301
6.383
4866.94
99.360
2.773
15.134
6.331
4837.30
111.823
2.800
14.972
6.283
4809.07
124.709
2.827
14.815
6.237
4782.23
138.080
2.854
14.662
6.195
4756.73
152.013
2.882
14.513
6.154
4732.55
166.603
2.909
14.368
6.117
4709.64
181.973
2.936
14.227
6.081
4687.98
198.287
2.964
14.090
6.048
4667.54
215.761
2.991
13.957
6.018
4648.28
234.702
3.018
13.827
5.989
4630.18
255.556
3.046
13.701
5.962
4613.22
274.440
3.068
13.602
5.942
4600.37
------------------------------------------------------------------------------
HYDRAULIC JUMP:
UPSTREAM RUN ANALYSIS
RESULTS
------------------------------------------------------------------------------
------------------------------------------------------------------------------
DOWNSTREAM CONTROL ASSUMED PRESSURE
------------------------------------------------------------------------------
HEAD(FT)
= 4.47
------------------------------------------------------------------------------
PRESSURE FLOW PROFILE COMPUTED
INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT/SEC)
ENERGY(FT) MOMENTUM(POUNDS)
.000
4.469
11.197
6.416
4989.37
274.440
4.362
11.197
6.309
4905.82
------------------------END
OF HYDRAULIC
JUMP
ANALYSIS------------------------
PRESSURE+MOMENTUM BALANCE OCCURS
AT 208.70
FEET UPSTREAM OF
NODE 5300.00
DOWNSTREAM
DEPTH = 4.388
FEET, UPSTREAM CONJUGATE DEPTH
= 2.695 FEET
------------------------------------------------------------------------------
NODE 5574.44 :
HGL = < 1071.577>;EGL=
< 1075.970>;FLOWLINE=
< 1069.050>
,......, is i; is it ;� is is i; it it ie i; is it
is it ie is it is it is i; icic is it it
is is � it is is i; is sY it i; is is it is is it is it it it is ie it it ie is it is it it
is it it it is is is ii it it � it it i; it
FLOW PROCESS FROM NODE 5574.44
TO NODE 5602.48 IS CODE = 3
UPSTREAM NODE 5602.48
ELEVATION = 1069.34 (FLOW IS SUPERCRITICAL)
------------------------------------------------------------------------------
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
------------------------------------------------------------------------------
NORMAL DEPTH(FT)
= 3.15
CRITICAL DEPTH(FT) =
3.52
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.45
------------------------------------------------------------------------------
------------------------------------------------------------------------------
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
Page 14
DISTANCE FROM
FLOW DEPTH VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT) (FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
2.453 17.413
7.164
5285.50
10.480
2.481 17.181
7.067
5236.42
21.134
2.509 16.956
6.976
5189.42
28.040
2.527 16.816
6.920
5160.53
------------------------------------------------------------------------------
NODE 5602.48
; HGL = < 1071.793>;EGL= < 1076.504>;FLOWLINE= < 1069.340>
FLOW PROCESS
FROM NODE 5602.48 TO NODE 5607.14 IS CODE
= 5
UPSTREAM NODE
------------------------------------------------------------------------------
5607.14 ELEVATION = 1069.88 (FLOW
IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE
FLOW DIAMETER ANGLE
FLOWLINE
CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES)
ELEVATION
DEPTH(FT.) (FT/SEC)
UPSTREAM
140.71 42.00 .00
1069.88
3.36 14.832
DOWNSTREAM
140.71 48.00 -
1069.34
3.52 17.419
LATERAL#1
.00 .00 .00
.00
.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 = .01703
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01990
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01847
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .086 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .148)+( .000) = .148
NODE 5607.14 : HGL = < 1073.236>;EGL= < 1076.652>;FLOWLINE= < 1069.880>
it it it is it is it ie it is R•it k-k is ie it it it is*it*ic it it is it it it it it is it it it is it it is it is is is is is it it is it is is it it it is is is it it is it it is it it it it it is it it do it it is is is
FLOW PROCESS FROM NODE 5607.14 TO NODE 5748.25 IS CODE = 3
UPSTREAM NODE 5748.25 ELEVATION = 1071.30 (FLOW UNSEALS
IN REACH)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 140.71 CFS PIPE DIAMETER = 42.00
INCHES
CENTRAL ANGLE = 2.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 141.11 FEET BEND COEFFICIENT(KB) =
.03645
ADJUSTED CENTRAL ANGLE = ( 2.000)*( 134.95/ 141.11) =
1.913
FLOW VELOCITY = 14.63 FEET/SEC. VELOCITY HEAD = 3.321
FEET
HB=KB*(VELOCITY HEAD) _ ( .036)*( 3.321) _ .121
SF= .01949
HF=L*SF = ( 141.11)*( .01949) = 2.751
TOTAL HEAD LOSSES = HB + HF = ( .121)+( 2.751) = 2.872
===> NORMAL PIPEFLOW IS PRESSURE FLOW
- - ----------------------------------------------------------------------
NORMAL DEPTH(FT) = 3.50 CRITICAL DEPTH(FT)
3.36
------------------------------------------------------------------------------
------------------------------------------------------------------------------
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.36
------------------------------------------------------------------------------
------------------------------------------------------------------------------
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC
PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
000 3.356 14.827 6.772
5009.23
.009 3.362 14.815 6.772
5009.26
.036 3.368 14.803 6.773
5009.38
.081 3.374 14.791 6.773
5009.56
.144 3.379 14.779 6.773
5009.83
.226 3.385 14.768 6.774
5010.17
Page 15
.326 3.391 14.757 6.775 5010.60
.446 3.397 14.747 6.775 5011.10
.583 3.402 14.736 6.776 5011.69
.740 3.408 14.726 6.778 5012.37
.917 3.414 14.716 6.779 5013.14
1.112 3.420 14.707 6.780 5013.99
1.328 3.425 14.698 6.782 5014.94
1.563 3.431 14.689 6.784 5015.98
1.819 3.437 14.681 6.786 5017.13
2.095 3.443 14.673 6.788 5018.38
2.392 3.448 14.665 6.790 5019.74
2.711 3.454 14.658 6.792 5021.21
3.052 3.460 14.651 6.795 5022.81
3.416 3.466 14.645 6.798 5024.53
3.803 3.471 14.639 6.801 5026.40
4.216 3.477 14.634 6.804 5028.41
4.655 3.483 14.629 6.808 5030.60
5.124 3.489 14.625 6.812 5032.98
5.627 3.494 14.622 6.816 5035.61
6.180 3.500 14.621 6.821 5038.59
FLOW IS UNDER PRESSURE
141.110 4.902 14.625 8.224 5880.55
------------------------------------------------------------------------------
NODE 5748.25 : HGL = < 1076.203>;EGL= < 1079.524>;FLOWLINE= < 1071.300>
it it it -kit*ir it it is*ir sY it is it is it it it ie it ie it *ic it it it it it ie itie*ir ie it it it is is it it it it is it is is *ir is it it***ir ie it it »•i: it is fir is it it*sY *ic it it 8r
FLOW PROCESS FROM NODE 5748.25 TO NODE 5895.25 IS CODE = 1
UPSTREAM NODE 5895.25 ELEVATION = 1072.77 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 140.71 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 147.00 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 140.71)/( 1006.112))**2 = .01956
HF=L*SF = ( 147.00)*( .01956) = 2.875
------------------------------------------------------------------------------
NODE 5895.25 : HGL = < 1079.078>;EGL= < 1082.399>;FLOWLINE= < 1072.770>
is it it ie is it it is is*ir*i:*ir*i:Y»'*ir ie*ir*ir*ir is i:ic**ir*ir it*ie**it it sY it is it it*ie*ir it it it is is it it it is is it ir'k is it ie it it it it**ir*ir it
FLOW PROCESS FROM NODE 5895.25 TO NODE 5895.25 IS CODE = 5
UPSTREAM NODE 5895.25 ELEVATION = 1072.77 (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 42.00 .00 1072.77 3.36 14.625
DOWNSTREAM 140.71 42.00 - 1072.77 3.36 14.625
LATERAL #1 .00 .00 .00 .00 .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 = .01956
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01956
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01956
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .020 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .020)+( .000) = .020
------------------------------------------------------------------------------
NODE 5895.25 : HGL = < 1079.097>;EGL= < 1082.419>;FLOWLINE= < 1072.770>
.. ,. »•iti: it is it is it it it ic'.c:c it it s;i:»•.*i: is is it*it*it:Yi:it*it*ic*»•ir*»•i:**iti:i: it it it**i:ir»•it*ir it it*»•ic+,t*»•ir it it*it**fir is is is
FLOW PROCESS FROM NODE 5895.25 TO NODE 5947.67 IS CODE = 1
Page 16
UPSTREAM NODE 5947.67 ELEVATION = 1073.29 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 140.71 CFS PIPE DIAMETER 42.00 INCHES
PIPE LENGTH = 52.42 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 140.71)/( 1006.131))**2 = .01956
HF=L*SF = ( 52.42)*( .01956) = 1.025
----------------------------------------------------------
NODE 5947.67 : HGL = < 1080.123>;EGL= < 1083.444>;FLOWLINE= < 1073.290>
is it is is is it is it irir i�ir it it it iir it it it it it is it*ir iv is it is is it is ir'.r it it is it it it is it is it it is it is is is it it it it is it it ick it is it i<ir *ir ie it is ie it it i*ic is is
FLOW PROCESS FROM NODE 5947.67 TO NODE 5952.33 IS CODE = 5
UPSTREAM NODE 5952.33 ELEVATION = 1073.33 (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 1073.33 3.27 12.789
DOWNSTREAM 140.71 42.00 - 1073.29 3.36 14.625
LATERAL #1 17.67 24.00 45.00 1073.50 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*VI*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01495
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01956
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01726
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .080 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .635)+( .000) = .635
------------------------------------------------------------------------------
NODE 5952.33 : HGL = < 1081.540>;EGL= < 1084.079>;FLOWLINE= < 1073.330>
....*'.c*ir is ir'.r it*::*ir �•�•*.**ir it**it**iris*ic is is it*ir is it is*ir it***ir is it it it it ie*ic it it*ic is it*.*ir it ie it*ir it it it*ic is is*�•ir is
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 = 123.04 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 180.17 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 123.04)/( 1006.102))**2 = .01496
HF=L*SF = ( 180.17)*( .01496) = 2.695
------------------------------------------------------------------------------
NODE 6132.50 : HGL = < 1084.234>;EGL= < 1086.774>;FLOWLINE= < 1074.840>
it&**:.•i:i.•.*iri:**s:*ir*ir is is*it it it***it*ic*ic*ir is is*ir is it is*ir is it*ir it ie it it*ic it is it is*ie it it it*it it *ir it it ie it is is it is is is it it
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 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 123.04 42.00 .00 1074.84 3.27 12.789
DOWNSTREAM 123.04 42.00 - 1074.84 3.27 12.789
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-QlirV1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01495
Page 17
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01495
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01495
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .015 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .015)+( .000) = .015
------------------------------------------------------------------------------
NODE 6132.50 : HGL = < 1084. 249>; EGL= < 1086. 789>; FLOWLINE= < 1074.840>
it it s: is ie*ic is is is is*ic is is is it is is is is is it it it it it sY it icic is it ie*it sr it ie it it is is is it sY sY it ie sY sY sk is it ie is*ie is it it is ie ie it is is is it is it is is it is ie it s4
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 = 123.04 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 138.31 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 123.04)/( 1006.114))**2 = .01496
HF=L*SF = ( 138.31)*( .01496) = 2.068
NODE 6270.81 : HGL = < 1086.318>;EGL= < 1088.857>;FLOWLINE= < 1076.000>
itiririt itiriri: icirir**icitit*ic**stsYsYit*&iririt*irsY*icicicsYiririricicitic*iritir**sY•&ititicitiririricsYiricicsYicirieitiritsY*iricicic*
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 = 123.04 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 = 12.79 FEET/SEC. VELOCITY HEAD = 2.539 FEET
HB=KB*(VELOCITY HEAD) = ( .115)*( 2.539) = .292
SF=(Q/K)**2 = (( 123.04)/( 1006.196))**2 = .01495
HF=L*SF = ( 15.00)*( .01495) = .224
TOTAL HEAD LOSSES = HB + HF = ( .292)+( .224) _ .516
NODE 6285.81 : HGL = < 1086.834>;EGL= < 1089.373>;FLOWLINE= < 1076.320>
is is ** � is is '..•ir':**ic it is*ic * it i.•'« 4: �•ic ic*ic is *'c °k *it is*ir it*ic it it is is �•*k *:c R•its: is it it is is is*ir**ir**ie*it*iris i; is is is it ie is i.•
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
123.04
42.00
.00 1076.32
3.27
12.789
DOWNSTREAM
123.04
42.00
- 1076.32
3.27
12.788
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 = .01495
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01495
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01495
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .015 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .015)+( .000) = .015
NODE 6285.81 : HGL = < 1086.849>;EGL= < 1089.388>;FLOWLINE= < 1076.320>
is*ic it**it is it*ir •..•ir it �•it �•ic is «s:ici:ici:*it is*�k**ir it*sYi: it it*i:i: it ie it �•*ir it s: it it •k it it is is is ir'.: �•*ir it it is it is it it it it*ic*ir is is
FLOW PROCESS FROM NODE 6285.81 TO NODE 6343.04 IS CODE = 3
Page 18
UPSTREAM NODE 6343.04 ELEVATION = 1076.66 (FLOW IS UNDER PRESSURE)
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 123.04 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 = 12.79 FEET/SEC. VELOCITY HEAD = 2.540 FEET
HB=KB*(VELOCITY HEAD) = ( 225)*( 2.540) = .572
SF=(Q/K)**2 = (( 123.04)/( 1006.087))**2 = .01496
HF=L*SF = ( 57.23)*( .01496) = .856
TOTAL HEAD LOSSES = HB + HF = ( .572)+( .856) = 1.428
------------------------------------------------------------------------------
NODE 6343.04 : HGL = < 1088.277>;EGL= < 1090.816>;FLOWLINE= < 1076.660>
ie it it it is is it iric ie it. it is ie is it is ir&ie it it is it it ie it it it is is is it it it*ir is it sY it it it it ie is ie it it is it h it it it it is is is is it icie is is it it it it is it it is it is it is is
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 = 123.04 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 15.12 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 123.04)/( 1006.229))**2 = .01495
HF=L*SF = ( 15.12)*( .01495) = .226
---------------------------------------------------------------
NODE 6358.16 : HGL = < 1088.503>;EGL= < 1091.042>;FLOWLINE= < 1076.720>
it is it it is it it it is is it it * ie is * Yr * it it is it is it is it it is is it is it it it is is it is is it is it is is it it it is ie it *. is it it ie is ie sY it it is it is * it it it is is is it is ie it is is it is
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
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
105.16
42.00
.00
1076.74
3.12
10.930
DOWNSTREAM
123.04
42.00
-
1076.72
3.27
12.789
LATERAL #1
17.88
24.00
54.00
1077.50
1.52
5.691
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))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01092
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01495
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01294
JUNCTION LENGTH = 4.67 FEET
FRICTION LOSSES = .060 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .552)+( .000) = .552
NODE 6362.83 : HGL = < 1089.739>;EGL= < 1091.594>;FLOWLINE= < 1076.740>
*ir it it**is is***ir it icg•ic::*�•ic ie is it is it is it*ic*ir it**ic is***ir is it it is is it it it it it is is it it *ie it is it*it it it'hit**it ie it it it it it it**it
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 = 105.16 CFS PIPE DIAMETER 42.00 INCHES
PIPE LENGTH = 400.35 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 105.16)/( 1006.102))**2 = .01092
HF=L*SF = ( 400.35)*( .01092) = 4.374
------------------------------------------------------------------------------
NODE 6763.18 : HGL = < 1094.113>;EGL= < 1095.968>;FLOWLINE= < 1078.340>
'.r* �•::ir**it it*i:*ir it is*it*i:*ir is it i:i:ir*ic ir;;i.•***ic**ir�•iri::it ie*ic::ir�-it*ir**ic it is is it*ir*ic i.•.ir it �•i: �•it*it is**it it*i:
Page 19
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
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
49.37
42.00
.00
1078.37
2.20
5.132
DOWNSTREAM
105.16
42.00
-
1078.34
3.12
10.930
LATERAL #1
55.79
36.00
30.00
1078.85
2.42
7.893
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 = .00241
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01092
AVERAGED FRICTION SLOPE INJUNCTION ASSUMED AS .00667
JUNCTION LENGTH = 10.00 FEET
FRICTION LOSSES = .067 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .282)+( .000) = .282
NODE 6773.18 : HGL = < 1095.841>;EGL= < 1096.250>;FLOWLINE= < 1078.370>
«««it «* « «« « �• «it «'.r * «««ic is «««««««««««««««ir ««««:� ««««««««�° ««««««««««it «««««««««ic «««««ic
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 = 49.37 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 111.77 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 49.37)/( 1006.271))**2 = .00241
HF=L*SF = ( 111.77)*( .00241) = .269
NODE 6884.95 : HGL = < 1096.110>;EGL= < 1096.519>;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
48.19
42.00
.00 1078.82
2.17
5.009
DOWNSTREAM
49.37
42.00
- 1078.82
2.20
5.131
LATERAL #1
1.18
21.00
90.00 1080.18
.39
.491
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 = .00229
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00241
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00235
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .002 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .022)+( .000) = .022
NODE 6884.95 : HGL = < 1096.151>;EGL= < 1096.541>;FLOWLINE= < 1078.820>
FLOW PROCESS FROM NODE 6884.95 TO NODE 7143.95 IS CODE = 1
Page 20
UPSTREAM NODE 7143.95 ELEVATION = 1079.86 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 48.19 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 259.00 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 48.19)/( 1006.169))**2 = .00229
HF=L*SF = ( 259.00)*( .00229) = .594
------------------------------------------------------------------------------
NODE 7143.95 : HGL = < 1096.745>;EGL= < 1097.135>;FLOWLINE= < 1079.860>
icirieiciciticisiciciricftititie�ritirieiriciriric4titiriciciciciticitieisicieieiriricititicicititieitieiriricicirfciritic4cir*iciritieiritieitirieiriciric
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 43.16 42.00 .00 1079.88 2.05 4.485
DOWNSTREAM 48.19 42.00 - 1079.86 2.17 5.009
LATERAL #1 5.03 24.00 45.00 1080.89 .79 1.601
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*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00184
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00229
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00207
JUNCTION LENGTH = 5.50 FEET
FRICTION LOSSES = .011 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .070)+( .000) = .070
-----------------------------------------------------------
NODE 7149.45 : HGL = < 1096.892>;EGL= < 1097.205>;FLOWLINE= < 1079.880>
is is ie is it is it i.• � * it is it is it it it it it it it * is it it is it it it it * * is it *. ie it it it it it is ie is it is it it it it k it it is it it is it it it it k it it it it it it it Yk irir it it is it is
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 = 43.16 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 90.48 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 43.16)/( 1006.110))**2 = .00184
HF=L*SF = ( 90.48)*( .00184) = .167
------------------------------------------------------------------------------
NODE 7239.93 : HGL = < 1097.059>;EGL= < 1097.371>;FLOWLINE= < 1080.330>
..**i: it is �•i: it it it �'ie is k ie ie*ic it is ie is**.*ie is it is it**ic it it ie is it*it*it it sY is**:rir*k*ir it is 4t is it is it it it it ie it is it it it it it it is ie *ic it
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 = 43.16 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 = 4.49 FEET/SEC. VELOCITY HEAD = .313 FEET
HB=KB*(VELOCITY HEAD) = ( .183)*( .313) = .057
SF=(Q/K)**2 = (( 43.16)/( 1005.893))**2 = .00184
HF=L*SF = ( 75.43)*( .00184) = .139
TOTAL HEAD LOSSES = HB + HF = ( .057)+( .139) _ .196
------------------------------------------------------------------------------
NODE 7315.36 : HGL = < 1097.255>;EGL= < 1097.567>;FLOWLINE= < 1080.710>
*iri:ir*ir it*i:*:c*�:c**it�•ic it i:*it it ir'x*it it*ir ie is it ie it ie ie it it it it ir'.c*ii*ie it is ie it it**.ic it it it i.•it ie ie ir**�$r it it ie it it s; ie ie it is is
Page 21
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
40.17
42.00
.00 1080.71
1.97
4.175
DOWNSTREAM
43.16
42.00
- 1080.71
2.05
4.486
LATERAL #1
2.99
21.00
72.00 1081.96
.63
1.243
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 = .00184
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00172
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .002 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .040)+( .000) = .040
NODE 7315.36 : HGL = < 1097. 336>; EGL= < 1097.607>;FLOWLINE= < 1080.710>
is it it sY it it ie ie it**ir it is it it it it it it is it it it icir it it it it ir*it is is it is it is is it it is it is is ie it ie it sY*ic sY is it is is it ie it it it it* is it it is it is it it it it is is it
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 = 40.17 CFS PIPE DIAMETER = 42.00 INCHES
CENTRAL ANGLE = 21.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 33.55 FEET BEND COEFFICIENT(KB) = .12076
FLOW VELOCITY = 4.17 FEET/SEC. VELOCITY HEAD = .271 FEET
HB=KB*(VELOCITY HEAD) = ( 121)*( .271) = .033
SF=(Q/K)**2 = (( 40.17)/( 1005.938))**2 = .00159
HF=L*SF = ( 33.55)*( .00159) = .053
TOTAL HEAD LOSSES = HB + HF = ( .033)+( .053) _ .086
NODE 7348.91 : HGL = < 1097.423>;EGL= < 1097.693>;FLOWLINE= < 1080.880>
is is it it**ir is it**ir it is is it is it *iris*it it is it*ir it ie it it it is is is ie is it it is is it is it it it it is it is is****ir is is itir*****ie it :t °k is it sY is it*ie it
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
37.47
42.00 .00 1080.88
1.90
3.895
DOWNSTREAM
40.17
42.00 - 1080.88
1.97
4.175
LATERAL #1
2.70
21.00 62.00 1082.13
.60
1.123
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(DELTAl)-Q3*V3*COS (DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00139
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00159
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00149
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .001 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .032)+( .000) = .032
------------------------------------------------------------------------------
Page 22
NODE 7348.91 : HGL = < 1097.490>;EGL= < 1097.725>;FLOWLINE= < 1080.880>
it is is is it it ie ie ie is is it ie ie it is is is ie ie iric is ie is it is it is is is it icic is is is it is it is it it ie it ie it is is it is is is is is it it sY is it ie ie ie ieic ie ie it ie it is it it it it it it ie
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 = 37.47 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 = 3.90 FEET/SEC. VELOCITY HEAD = .236 FEET
HB=KB*(VELOCITY HEAD) = ( 105)*( .236) = .025
SF=(Q/K)**2 = (( 37.47)/( 1006.189))**2 = .00139
HF=L*SF = ( 24.52)*( .00139) = 034
TOTAL HEAD LOSSES = HB + HF = ( .025)+( .034) _ .059
NODE 7373.43 : HGL = < 1097.549>;EGL= < 1097.784>;FLOWLINE= < 1081.000>
it ie it it it is is ic* is is it it it it ie is ie it it is is �Y it is it it it is it is is is is is it is is is is is it it is it is is it is it is it it ie it is is it it is is it irie it alit it ie it it is is it it is it it
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 37.47 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH = 14.50 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 37.47)/( 1008.418))**2 = .00138
HF=L*SF = ( 14.50)*( .00138) = .020
NODE 7387.93 : HGL = < 1097.569>;EGL= < 1097.804>;FLOWLINE= < 1081.070>
it is ic* kit**ir i.•i: i.•'.cR•ir*it it it it it it is*ir it is is is it it is it icic it*ir.*it 4r it it it**ir*ic it ie ie it is ie ic*:c***ir*itit it *ic 4e***ir is*ir it k
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 7387.93 FLOWLINE ELEVATION = 1081.07
ASSUMED UPSTREAM CONTROL HGL = 1082.97 FOR DOWNSTREAM RUN ANALYSIS
----------------------------------------
END OF GRADUALLY VARIED FLOW ANALYSIS
Page 23
is it is it it it is it is is sY ic'h iv ie it it it it ie it it it is it is it*ir is it it***ic it it it it is is is ie is it it is ie sY it is is icit ie ie is**ie it is it it it ie is it irie is it it is is iric
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***********icicieiciri:i:iriririririricir
* SIERRA BUSINESS PARK
* STORM DRAIN LINE A
100-YEAR HYDRAULIC ANALYSIS it
iri: it it is is it it is it*ir***ir is ir-k is it it it it it i�ir it is*ir it ie is is is it is is it it i�ir it is it ie is is it it is it ieic it it it it it is is is it it is it Yr is it is it ie is
------------------------------------------------------------------------------
FILE NAME: SBPLINEA.HGL
TIME/DATE OF STUDY: 8:18
6/17/2004
* * * is is � ie is is *
*.* it it itYc is it ie it it is it is is it is icir
is is is it it is it is it it is it it it it it it is is ie it is is it is it is it it it is it is is it is it * is is it is is it it it it it is
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)
.00-
14.10*
25100.28
3.69
10374.20
1
FRICTION
17.49-
14.02*
24956.40
3.69
10376.01
1
FRICTION
51.95-
13.85*
24664.74
3.69
10374.33
1
FRICTION+BEND
146.24-
13.69*
24381.54
3.68
10390.60
1
FRICTION
166.52-
13.59*
24206.77
3.68
10389.20
1
FRICTION+BEND
195.97-
13.68*
24361.63
3.68
10394.20
1
FRICTION
226.24-
13.54*
24107.44
3.67
10397.32
1
FRICTION+BEND
1101.35-
13.63*
24262.31
3.67
10403.68
1
FRICTION
1887.40-
9.93*
17747.24
3.07
11914.05
1
FRICTION+BEND
1958.09-
8.69*
15555.89
3.36
11038.91
1
FRICTION
1987.87-
8.00*
14345.03
3.60
10524.81
1
JUNCTION
1996.03-
7.36*
13083.83
3.81
10305.36
1
FRICTION
2345.29-
6.20*
11371.01
3.93
10157.14
1
JUNCTION
2345.29-
6.26*
11379.48
3.83
10173.97
1
FRICTION
2489.38-
5.78*
10664.36
3.90
10087.78
1
MANHOLE
2494.54-
5.82*
10729.94
3.79
10228.51
1
FRICTION 1
HYDRAULIC JUMP
2679.01-
4.72
9725.59
3.81*
10200.39
Page 1
I
JUNCTION
2679.01-
4.79
9740.40
3.79*
10219.45
1
FRICTION
2966.03-
4.60 DC
9715.70
3.67*
10397.04
1
TRANSITION
2971.61-
4.56*DC
10344.96
4.56*DC
10344.96
1
FRICTION
3203.94-
4.57*DC
10344.98
4.56*DC
10344.96
1
JUNCTION
3211.10-
6.30*
9488.90
3.53
7848.82
1
FRICTION
3272.58-
5.91*
9015.88
3.87
7595.16
1
JUNCTION
3277.74-
5.91*
9012.46
3.80
7629.77
1
FRICTION
3764.00-
5.29*
8253.78
4.22 DC
7513.93
1
JUNCTION
3769.16-
5.59*
6515.49
3.09
5355.04
1
FRICTION
3833.29-
5.34*
6262.57
3.14
5319.05
1
JUNCTION
3833.29-
5.34*
6269.31
3.12
5331.79
1
FRICTION
4034.03-
4.61*
5537.23
3.72 DC
5112.42
1
JUNCTION
4041.19-
5.30*
4804.56
3.24 DC
3407.24
1
FRICTION
4045.48-
5.30*
4800.88
3.23 DC
3407.25
1
JUNCTION
4045.48-
5.30*
4804.62
3.24 DC
3407.24
1
FRICTION
4402.92-
5.03*
4535.48
3.24 DC
3407.24
1
FRICTION+BEND
4473.70-
5.20*
4705.16
3.24 DC
3407.24
1
FRICTION
4535.03-
5.15*
4656.93
3.24 DC
3407.24
1
MANHOLE
4540.19-
5.18*
4681.52
3.24 DC
3407.24
1
FRICTION
5035.03-
4.80*
4311.64
3.24 DC
3407.24
1
MANHOLE
5040.19-
4.83*
4336.34
3.24 DC
3407.24
1
FRICTION
5535.03-
4.44*
3953.10
3.24 DC
3407.24
1
MANHOLE
5540.19-
4.46*
3977.93
3.24 DC
3407.24
1
FRICTION
5542.24-
4.46*
3974.93
3.24 DC
3407.24
1
FRICTION+BEND
5577.58-
------------------------------------------------------------------------------
4.42*
3936.83
3.24 DC
3407.24
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.
*i:i:i:ir*i: is is is i:*i:
*it is �•:: i; �•*i:ir*i:***i:i:
it it::**ic*ir it*iriric*ic*ir it*�..•ie**ici:*iric�•ic�•*ir
it is
X•ic is is it it it is is*ir �'.r
DOWNSTREAM PIPE FLOW
CONTROL DATA:
NODE NUMBER
= .00
FLOWLINE ELEVATION = 1039.50
PIPE FLOW
= 283.70
CFS
PIPE DIAMETER
= 72.00 INCHES
ASSUMED DOWNSTREAM
------------------------------------------------------------------------------
CONTROL HGL =
1053.600
NODE
.00 : HGL
= < 1053.600>;EGL= < 1055.163>;FLOWLINE=
<
1039.500>
it it i:i: it it it it is it it
it it �•i: is it it it it is kir is it is it it it is*iri: it it*ir
it is is**ir it ie it it*ir
is itit is is it it is it it is it*ic s4 is
it it 4r it it it it it i:*ir it ie
Page 2
FLOW PROCESS FROM NODE .00 TO NODE 17.49 IS CODE = 1
UPSTREAM NODE 17.49 ELEVATION = 1039.66 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 283.70 CFS PIPE DIAMETER 72.00 INCHES
PIPE LENGTH = 17.49 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 283.70)/( 4234.906))**2 = .00449
HF=L*SF = ( 17.49)*( .00449) = .078
------------------------------------------------------------------------------
NODE 17.49 : HGL = < 1053.678>;EGL= < 1055.242>;FLOWLINE= < 1039.660>
it it it it it is it is it it is is it*it is it is is it it it is is irYt is is it it it it it it ie is it is it ie it is it it is it it is it it it it is ie it it it is it is it it it it is*i:*ic is it it ie it it sY it is
FLOW PROCESS FROM NODE 17.49 TO NODE 51.95 IS CODE = 1
UPSTREAM NODE 51.95 ELEVATION = 1039.98 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES
PIPE LENGTH = 34.46 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 283.70)/( 4236.382))**2 = .00448
HF=L*SF = ( 34.46)*( .00448) = .155
------------------------------------------------------------------------------
NODE 51.95 : HGL = < 1053.833>;EGL= < 1055.396>;FLOWLINE= < 1039.980>
*.*Y it it it ie*i: it it is *ir it it is**ic i; ie is is is sY it it irir it it it it is it it is it ie it it ie is*ic it it it is it ie**ic s4 it it it is it ie ie is is ie it is ie is is it is it ie it ir*
FLOW PROCESS FROM NODE 51.95 TO NODE 146.24 IS CODE = 3
UPSTREAM NODE 146.24 ELEVATION = 1040.84 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES
CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 94.29 FEET BEND COEFFICIENT(KB) = .17678
FLOW VELOCITY = 10.03 FEET/SEC. VELOCITY HEAD = 1.563 FEET
HB=KB*(VELOCITY HEAD) = ( .177)*( 1.563) = .276
SF=(Q/K)**2 = (( 283.70)/( 4235.069))**2 = .00449
HF=L*SF = ( 94.29)*( .00449) = .423
TOTAL HEAD LOSSES = HB + HT = ( .276)+( .423) _ .699
NODE 146.24 : HGL = < 1054.533>;EGL= < 1056.096>;FLOWLINE= < 1040.840>
it is it sY it it it it ie sY sY is it is it it it ie it it*ir is it is**it it is sY is*ic is it is is is it it it ie it is is it**ic it i:*it is it ie it*ic*it it is**ir it is**ir is*ic is it is
FLOW PROCESS FROM NODE 146.24 TO NODE 166.52 IS CODE 1
UPSTREAM NODE 166.52 ELEVATION = 1041.03 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES
PIPE LENGTH = 20.28 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 283.70)/( 4233.688))**2 = .00449
HF=L*SF = ( 20.28)*( .00449) = .091
NODE 166.52 : HGL = < 1054.624>;EGL= < 1056.187>;FLOWLINE= < 1041.030>
it is is is it is is it is sY �• is it i; is is �..• it ie * is it it is is is sY is it it it it is it is it is it it is * is it it is is is is * is it i:ir is it it ie ie is * is it it is is it is is it is is it is is ie it it is
FLOW PROCESS FROM NODE 166.52 TO NODE 195.97 IS CODE = 3
UPSTREAM NODE 195.97 ELEVATION = 1041.30 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES
CENTRAL ANGLE = 30.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 29.45 FEET BEND COEFFICIENT(KB) = .14434
FLOW VELOCITY = 10.03 FEET/SEC. VELOCITY HEAD = 1.563 FEET
HB=KB*(VELOCITY HEAD) = ( 144)*( 1.563) = .226
SF=(Q/K)**2 = (( 283.70)/( 4235.350))**2 = .00449
HF=L*SF = ( 29.45)*( .00449) = .132
TOTAL HEAD LOSSES = HB + HF = ( .226)+( .132) _ .358
------------------------------------------------------------------------------
Page 3
NODE 195.97 : HGL = < 1054.981>;EGL= < 1056.545>;FLOWLINE= < 1041.300>
ie Yc Yt Ye is Yc Yc ie Yr is is it it Yc Yr Yt * * Yc it it ie * * * Ye it it ie it * it * it ie Yr Ye Yr it is ie Yt ieYe Yc Yt Yr * Yr Yc is it is Yc it ie ie Yc Yr Yr it * Yt is is Yr ie is Yc it Ye Ye Yc * ie it * Yc
FLOW PROCESS FROM NODE 195.97 TO NODE 226.24 IS CODE = 1
UPSTREAM NODE 226.24 ELEVATION = 1041.58 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES
PIPE LENGTH = 30.27 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 283.70)/( 4234.605))**2 = .00449
HF=L*SF = ( 30.27)*( .00449) = .136
------------------------------------------------------------------------------
NODE 226.24 : HGL = < 1055.117>;EGL= < 1056.681>;FLOWLINE= < 1041.580>
�'cic:rir�"•*YeYeicicY:Ye**Ycir*isic**irYrfcYc**ie*irirYc**icicirieYe*ir*ie*it**it***ir**ieYt&YcYrYc*YeieicirYririr**iricYrYcieirirYr
FLOW PROCESS FROM NODE 226.24 TO NODE 1101.35 IS CODE = 3
UPSTREAM NODE 1101.35 ELEVATION = 1041.85 (FLOW IS UNDER PRESSURE)
---------------------------•---------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES
CENTRAL ANGLE = 30.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 29.45 FEET BEND COEFFICIENT(KB) = .14434
FLOW VELOCITY = 10.03 FEET/SEC. VELOCITY HEAD = 1.563 FEET
HB=KB*(VELOCITY HEAD) = ( 144)*( 1.563) = .226
SF=(Q/K)**2 = (( 283.70)/( 4235.350))**2 = .00449
HF=L*SF = ( 29.45)*( .00449) = .132
TOTAL HEAD LOSSES = HB + HF = ( .226)+( .132) _ .358
NODE 1101.35 : HGL = < 1055.475>;EGL= < 1057.038>;FLOWLINE= < 1041.850>
Yc it it �• Yc Yt * it Yc * * Yc is * Yc * *Yr Yr ie it ie Yt * it it Yt ilir is it it Yr Yt is Yr * * * it is Y� Ytic * is Yc ir* * Yr Yr Yc Yc is is is Yc Yr it i� Yc Yc is Yr Yt �• Yc Yc Yc * Yr * * it Ye Y:
FLOW PROCESS FROM NODE 1101.35 TO NODE 1887.40 IS CODE = 1
UPSTREAM NODE 1887.40 ELEVATION = 1049.07 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES
PIPE LENGTH = 786.05 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 283.70)/( 4235.143))**2 = .00449
HF=L*SF = ( 786.05)*( .00449) = 3.527
NODE 1887.40 : HGL = < 1059.002>;EGL= < 1060.566>;FLOWLINE= < 1049.070>
Yr * it Yc Yc i:.Y: is Yc Ye is ie Yc Yc Yc Y: Yc it Yc Yr is Yr it Yc Yc it Yt Yt * Yc Yt Ye is it is Ye ie it Yr * * Yc Yc Yr * * *Yr is * is Yc it is * it Yr Yc is * Yc Yt Ye is Yr Yt * Yc it Ye Yc it * Yc it ie it *
FLOW PROCESS FROM NODE 1887.40 TO NODE 1958.09 IS CODE = 3
UPSTREAM NODE 1958.09 ELEVATION = 1051.02 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES
CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 70.69 FEET BEND COEFFICIENT(KB) = .25000
FLOW VELOCITY = 10.03 FEET/SEC. VELOCITY HEAD = 1.563 FEET
HB=KB*(VELOCITY HEAD) = ( 250)*( 1.563) = .391
SF=(Q/K)**2 = (( 283.70)/( 4234.570))**2 = .00449
HF=L*SF = ( 70.69)*( .00449) = .317
TOTAL HEAD LOSSES = HB + HF = ( .391)+( .317) _ .708
----------------------------------------------------------------
NODE 1958.09 : HGL = < 1059.710>;EGL= < 1061.274>;FLOWLINE= < 1051.020>
Yc is Yr Yc * is Yr Y: it it is Ye it s4 is icic Yc Yc Yr is sY YCYt is Yr Y: Yt is is ie Yc Yr is Ye k Yc Yc Yr is Yc Yr is is Yr is Yc * it ic.Yc * Yr Yr Y: * Yc Yr is is Yr * * �r is YtYt Yt Yc is Yt is * Yt Yc Yt ic'.:
FLOW PROCESS FROM NODE 1958.09 TO NODE 1987.87 IS CODE 1
UPSTREAM NODE 1987.87 ELEVATION = 1051.84 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES
PIPE LENGTH = 29.78 FEET MANNING'S N = .01300
Page 4
SF=(Q/K)**2 =
(( 283.70)/( 4236.508))*-2 = .00448
HF=L*SF = (
------------------------------------------------------------------------------
29.78)*( .00448) = .134
NODE 1987.87
: HGL = < 1059.844>;EGL= < 1061.407>;FLOWLINE= < 1051.840>
it is is iFic it ie it i� it it it it it it
it is it ic'it it it it it ie is it it it is it it it it it it it it it is is it is it is is it it it it it it it it it ie is it it it ie is it ie is it
it it it is ie it it it ie is is is
FLOW PROCESS
FROM NODE 1987.87 TO NODE 1996.03 IS CODE = 5
UPSTREAM NODE
------------------------------------------------------------------------------
1996.03 ELEVATION = 1052.07 (FLOW IS UNDER
PRESSURE)
CALCULATE JUNCTION LOSSES:
PIPE
FLOW DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT/SEC)
UPSTREAM
276.90 66.00 .00 1052.07 4.61
11.655
DOWNSTREAM
283.70 72.00 - 1051.84 4.61
10.034
LATERAL #1
6.80 24.00 60.00 1052.07 .92
2.165
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 = .00680
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00449
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00564
JUNCTION LENGTH = 8.16 FEET
FRICTION LOSSES = .046 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .129)+( .000) = .129
NODE 1996.03 : HGL = < 1059.427>;EGL= < 1061.536>;FLOWLINE= < 1052.070>
is**i.•�•:.•ie ie is is*ir it s:ici:***ire•*�•�•*ir it R•ic***�"*ie it it it �•*it it it it**ir it �•k*ir**ic ie it*ir *ir it is it*�•*ie it it*****iric'c
FLOW PROCESS FROM NODE 1996.03 TO NODE 2345.29 IS CODE = 1
UPSTREAM NODE 2345.29 ELEVATION = 1055.60 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 276.90 CFS PIPE DIAMETER = 66.00 INCHES
PIPE LENGTH = 349.26 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 276.90)/( 3358.142))**2 = .00680
HF=L*SF = ( 349.26)*( .00680) = 2.375
------------------------------------------------------------------------------
NODE 2345.29 : HGL = < 1061.802>;EGL= < 1063.911>;FLOWLINE= < 1055.600>
iei:ir*ir**ie ir:r it it it dr**ic ir:c it it*ir*ir**4c ic. it it*ir it ie irit*.ir***ir*ir*ir it**ir it**ic it i;'.r ie �Y is *ir ire•*ir �•***ir*ir it *ir it
FLOW PROCESS FROM NODE 2345.29 TO NODE 2345.29 IS CODE = 5
UPSTREAM NODE 2345.29 ELEVATION = 1055.60 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE
FLOW
DIAMETER
ANGLE
FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
275.20
66.00
.00
1055.60
4.60
11.583
DOWNSTREAM
276.90
66.00
-
1055.60
4.61
11.655
LATERAL #1
1.70
24.00
30.00
1055.60
.45
.541
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*Vl*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00672
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00680
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00676
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .007 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
Page 5
JUNCTION LOSSES = ( .031)+( .000) = .031
------------------------------------------------------------------------------
NODE 2345.29 : HGL = < 1061.859>;EGL= < 1063.942>;FLOWLINE= < 1055.600>
is it ie is it it sY it it it ie it is ie it is it ie it it it ie ie it is it is it it ie it it it it ie is ie it is is ie is is is it ie is ie ie is ie is ie it icir it it is ie ie ie ie is it is it it it ie ie it is is is is is is
FLOW PROCESS FROM NODE 2345.29 TO NODE 2489.38 IS CODE = 1
UPSTREAM NODE 2489.38 ELEVATION = 1057.05 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 275.20 CFS PIPE DIAMETER = 66.00 INCHES
PIPE LENGTH = 144.09 FEET MANNING'S N = .01300
SF=(Q/K)**2 = CC 275.20)/( 3357.983))**2 = .00672
HF=L*SF = ( 144.09)*( .00672) = .968
NODE 2489.38 : HGL = < 1062.827>;EGL= < 1064.910>;FLOWLINE= < 1057.050>
icicieicir*ieirisieiciricir*iricic*icicieicieie*iricicicieieiriciricir**ieiricil*iritieicicieitiriciricicicirieieieiriciririricicicirieieieieieiric*
FLOW PROCESS FROM NODE 2489.38 TO NODE 2494.54 IS CODE = 2
UPSTREAM NODE 2494.54 ELEVATION = 1057.11 (FLOW IS UNDER PRESSURE)
-----------------------------------------------------------------------------
CALCULATE MANHOLE LOSSES(LACFCD):
PIPE FLOW = 275.20 CFS PIPE DIAMETER = 66.00 INCHES
FLOW VELOCITY = 11.58 FEET/SEC. VELOCITY HEAD = 2.083 FEET
HMN = .05*(VELOCITY HEAD) = .05*( 2.083) = .104
NODE 2494.54 : HGL = < 1062.931>;EGL= < 1065.014>;FLOWLINE= < 1057.110>
is it icic it is it it it it**ic is it is it it it is it it it is is it it it is it*ir ie ie it it is it it is is is it*ir it it ie it is is*ic**ie it it ie it it irir is ie it it is it ie it it it ie ie it is it
FLOW PROCESS FROM NODE 2494.54
TO NODE
2679.01 IS CODE
= 1
UPSTREAM NODE 2679.01
------------------------------------------------------------------------------
ELEVATION
=
1058.97 (HYDRAULIC
JUMP OCCURS)
CALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
275.20 CFS
PIPE
DIAMETER=
66.00 INCHES
PIPE LENGTH =
------------------------------------------------------------------------------
184.47 FEET
MANNING'S
N =
.01300
HYDRAULIC JUMP:
------------------------------------------------------------------------------
DOWNSTREAM RUN
ANALYSIS
RESULTS
NORMAL DEPTH(FT)
= 3.78
CRITICAL
DEPTH(FT) = 4.60
UPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
3.81
- ------------------------------------------------------------------
GRADUALLY VARIED
------------------------------------------------------------------------------
FLOW PROFILE
COMPUTED INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
3.809
15.672
7.625
10200.39
7.031
3.807
15.678
7.626
10202.09
14.372
3.806
15.684
7.628
10203.79
22.053
3.805
15.690
7.630
10205.50
30.103
3.804
15.695
7.631
10207.21
38.559
3.802
15.701
7.633
10208.92
47.463
3.801
15.707
7.634
10210.64
56.864
3.800
15.713
7.636
10212.36
66.817
3.798
15.719
7.637
10214.08
77.391
3.797
15.725
7.639
10215.81
88.665
3.796
15.731
7.641
10217.54
100.736
3.795
15.736
7.642
10219.27
113.723
3.793
15.742
7.644
10221.01
127.771
3.792
15.748
7.645
10222.75
143.066
3.791
15.754
7.647
10224.50
159.847
3.789
15.760
7.649
10226.24
178.426
3.788
15.766
7.650
10228.00
184.470
------------------------------------------------------------------------------
3.788
15.768
7.651
10228.51
HYDRAULIC JUMP:
UPSTREAM RUN ANALYSIS RESULTS
Page 6
------------------------------------------------------------------------------
------------------------------------------------------------------------------
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 5.82
------------------------------------------------------------------------------
PRESSURE FLOW
PROFILE COMPUTED
INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
5.821
11.583
7.904
10729.94
95.272
------------------------------------------------------------------------------
5.500
11.583
7.583
10254.39
------------------------------------------------------------------------------
ASSUMED DOWNSTREAM PRESSURE HEAD(FT) =
------------------------------------------------------------------------------
5.50
------------------------------------------------------------------------------
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
95.272
5.500
11.580
7.583
10254.39
104.170
5.464
11.590
7.551
10206.64
111.660
5.428
11.609
7.522
10163.55
118.406
5.392
11.634
7.495
10123.54
124.601
5.356
11.663
7.470
10086.10
130.349
5.320
11.696
7.446
10050.92
135.715
5.284
11.733
7.423
10017.81
140.743
5.248
11.773
7.402
9986.65
145.465
5.212
11.816
7.382
9957.35
149.904
5.176
11.862
7.363
9929.83
154.076
5.140
11.911
7.345
9904.05
157.994
5.105
11.963
7.328
9879.96
161.664
5.069
12.017
7.312
9857.55
165.094
5.033
12.074
7.298
9836.79
168.285
4.997
12.134
7.284
9817.67
171.239
4.961
12.196
7.272
9800.17
173.954
4.925
12.261
7.261
9784.30
176.427
4.889
12.329
7.250
9770.06
178.652
4.853
12.399
7.241
9757.45
180.624
4.817
12.471
7.233
9746.48
182.332
4.781
12.546
7.227
9737.15
183.765
4.745
12.624
7.221
9729.48
184.470
4.723
12.673
7.218
9725.59
------------------------END OF HYDRAULIC
JUMP
ANALYSIS------------------------
PRESSURE+MOMENTUM BALANCE OCCURS
AT 102.33
FEET UPSTREAM
OF NODE 2494.54
DOWNSTREAM DEPTH = 5.471
------------------------------------------------------------------------------
FEET, UPSTREAM CONJUGATE DEPTH
= 3.797 FEET
NODE 2679.01
: HGL = < 1062.779>;EGL=
<
1066.595>;FLOWLINE=
< 1058.970>
FLOW PROCESS FROM NODE 2679.01
TO NODE
2679.01 IS CODE =
5
UPSTREAM NODE
------------------------------------------------------------------------------
2679.01 ELEVATION =
1058.97 (FLOW IS
SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE
FLOW
DIAMETER
ANGLE
FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
275.20
66.00
.00
1058.97
4.60
15.742
DOWNSTREAM
275.20
66.00
-
1058.97
4.60
15.677
LATERAL #1
.00
24.00
60.00
1058.97
.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))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00996
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00986
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00991
JUNCTION LENGTH = 1.00 FEET
Page 7
FRICTION LOSSES = .010 FEET ENTRANCE LOSSES = .000
FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE
LOSSES)
JUNCTION LOSSES = ( .017)+( .000) =
------------------------------------------------------------------------------
.017
NODE 2679.01 : HGL = < 1062.764>;EGL= <
1066.612>;FLOWLINE= <
1058.970>
is ic;t it is ie it Yt it it is*it ie:s iris it it irie ie ie is it it is it kie ie is it it ie ie is it is it it ie
ie is it*ic is it ie ie is is it is it is is it ie it is it it
ie it it it it is is it it it it it*it
FLOW PROCESS FROM NODE 2679.01 TO NODE
2966.03 IS CODE = 1
UPSTREAM NODE 2966.03 ELEVATION =
------------------------------------------------------------------------------
1061.76 (FLOW IS SUPERCRITICAL)
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 275.20 CFS PIPE DIAMETER = 66.00
INCHES
PIPE LENGTH = 287.02 FEET MANNING'S N = .01300
------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 3.83 CRITICAL DEPTH(FT) =
4.60
----------------------------------------------------------------------------
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =
3.67
---------------------------------------------------------=--
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY
SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC)
ENERGY(FT) MOMENTUM(POUNDS)
.000 3.675 16.310
7.808
10397.04
8.443 3.681 16.279
7.799
10387.10
17.188 3.687 16.249
7.789
10377.24
26.260 3.693 16.218
7.780
10367.48
35.692 3.699 16.188
7.771
10357.80
45.518 3.706 16.158
7.762
10348.21
55.779 3.712 16.128
7.753
10338.71
66.521 3.718 16.098
7.744
10329.29
77.800 3.724 16.068
7.735
10319.96
89.680 3.730 16.038
7.727
10310.71
102.240 3.736 16.009
7.718
10301.55
115.573 3.743 15.979
7.710
10292.48
129.795 3.749 15.950
7.701
10283.48
145.047 3.755 15.921
7.693
10274.58
161.510 3.761 15.892
7.685
10265.75
179.413 3.767 15.863
7.677
10257.01
199.062 3.773 15.834
7.669
10248.35
220.868 3.780 15.805
7.661
10239.77
245.409 3.786 15.777
7.653
10231.28
273.531 3.792 15.749
7.645
10222.87
287.020 3.794 15.737
------------------------------------------------------------------------------
7.642
10219.45
NODE 2966.03 : HGL = < 1065.435>;EGL= <
1069.568>;FLOWLINE= <
1061.760>
it it � is i.• � it ft it it * is it it * it i� is ie it is it it ie is is � it it is it it is is is is it it it it sY it it it � is it it is it is * is is it is ie it it it it it ie is is it it it is is it is it it it is it it
FLOW PROCESS FROM NODE 2966.03 TO NODE
2971.61 IS CODE = 9
UPSTREAM NODE 2971.61 ELEVATION = 1061.81 (FLOW IS SUPERCRITICAL)
------------------------------------------------------------------------------
CALCULATE TRANSITION LOSSES(LACFCD):
PIPE FLOW = 275.20 CFS
TRANSITION STRUCTURE LENGTH = 5.58 FEET
TOTAL -ANGLE -OF -TRANSITION = 3.000 DEGREES
PIPE DIAMETER: UPSTREAM = 60.00 INCHES;
DOWNSTREAM = 66.00
INCHES
MANNING'S N: UPSTREAM = .01300;
DOWNSTREAM = .01300
VELOCITY: UPSTREAM = 14.64 FEET/SEC.;
DOWNSTREAM = 16.32
FEET/SEC.
VELOCITY HEAD: UPSTREAM = 3.328 FEET;
DOWNSTREAM = 4.133
FEET
HT = .1*(V2*V2-Vl*V1)/64.4
TRANSITION LOSS COEFFICIENT = .10000
TRANSITION LOSS = .081
AVERAGE TRANSITION STRUCTURE FRICTION SLOPE ASSUMED = .01030
HF= L*SF = ( 5.58)*(.01030) = .057
TOTAL LOSSES = (HT)+(HF) = ( .081)+( .057) _ .138
NODE 2971.61 : HGL = < 1066. 373>; EGL= < 1069. 702>; FLOWLINE= < 1061.810>
Page 8
4; 4c:c4eir*'!c*i;Ycici;i;Yeicfcf;itiriei;f;ici;ic4;*itiefti;Y;ieiei;i;f;�'c4cir4ri;Yici;iriciciefeYtirieYicirir4ticieiclelcirieicYt*it4e�Y*ici;*Yitit
FLOW PROCESS FROM NODE 2971.61 TO NODE 3203.94 IS CODE = 1
UPSTREAM NODE 3203.94 ELEVATION = 1064.07 (FLOW IS SUBCRITICAL)
----------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 275.20 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 232.33 FEET MANNING'S N = .01300
------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 4.57 & 4.80 CRITICAL DEPTH(FT) = 4.56
NOTE: SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC.
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.56
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
4.563
14.636
7.892
10344.96
.005
4.563
14.636
7.892
10344.96
.020
4.564
14.635
7.892
10344.96
.047
4.564
14.635
7.892
10344.96
.086
4.564
14.634
7.892
10344.96
.139
4.564
14.634
7.892
10344.96
.208
4.564
14.633
7.892
10344.96
.292
4.565
14.633
7.892
10344.96
.396
4.565
14.633
7.892
10344.96
.521
4.565
14.632
7.892
10344.96
.669
4.565
14.632
7.892
10344.96
.845
4.565
14.631
7.892
10344.96
1.051
4.566
14.631
7.892
10344.96
1.294
4.566
14.630
7.892
10344.96
1.579
4.566
14.630
7.892
10344.96
1.915
4.566
14.629
7.892
10344.96
2.312
4.566
14.629
7.892
10344.97
2.785
4.567
14.629
7.892
10344.97
3.354
4.567
14.628
7.892
10344.97
4.049
4.567
14.628
7.892
10344.97
4.916
4.567
14.627
7.892
10344.97
6.031
4.567
14.627
7.892
10344.97
7.543
4.568
14.626
7.892
10344.97
9.776
4.568
14.626
7.892
10344.98
13.783
4.568
14.626
7.892
10344.98
232.330
4.568
14.625
7.892
10344.98
NODE 3203.94 : HGL = < 1068.638>;EGL= < 1071.961>;FLOWLINE= < 1064.070>
FLOW PROCESS
FROM NODE
3203.94 TO
NODE 3211.10 IS CODE = 5
UPSTREAM NODE
3211.10
ELEVATION = 1064.17 (FLOW
IS AT CRITICAL DEPTH)
------------------------------------------------------------------------------
CALCULATE JUNCTION
LOSSES:
PIPE
FLOW
DIAMETER
ANGLE FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES) (DEGREES) ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
221.30
60.00
.00 1064.17
4.22
11.270
DOWNSTREAM
275.20
60.00
- 1064.07
4.56
14.630
LATERAL #1
1.60
30.00
45.00 1064.17
.41
.326
LATERAL #2
52.30
24.00
60.00 1064.17
1.98
16.648
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))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00722
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00973
Page 9
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00847
JUNCTION LENGTH = 7.16 FEET
FRICTION LOSSES = .061 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .481)+( .000) = .481
------------------------------------------------------------------------------
NODE 3211.10 : HGL = < 1070.470>;EGL= < 1072.442>;FLOWLINE= < 1064.170>
ie oY ie it it is i�ir is it it is ie is it it*ic ie is is it ie it is sY it ie it 4c it ie it it ie it ie it ie is is it ie is it is it ie ie is ie it ie is is ie***ie is is is ie it is is is is it ie is is it is ie is it
FLOW PROCESS FROM NODE 3211.10 TO NODE 3272.58 IS CODE = 1
UPSTREAM NODE 3272.58 ELEVATION = 1065.00 (FLOW IS UNDER PRESSURE)
----------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 221.30 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 61.48 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 221.30)/( 2604.184))**2 = .00722
HF=L*SF = ( 61.48)*( .00722) = .444
------------------------------------------------------------------------------
NODE 3272.58 : HGL = < 1070.914>;EGL= < 1072.886>;FLOWLINE= < 1065.000>
is ir*ic is is is is it it sY is ir*ie it*ic it ie ie it is is it ie is is ie it it it**ic it it ie ie is is it s4 it is*ir is ie eY ie it it it fr ie it it*irir it it is it ie iric*ic it it it it it is is ie
FLOW PROCESS FROM NODE 3272.58 TO NODE 3277.74 IS CODE = 5
UPSTREAM NODE 3277.74 ELEVATION = 1065.04 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 221.30 60.00 .00 1065.04 4.22 11.271
DOWNSTREAM 221.30 60.00 - 1065.00 4.22 11.271
LATERAL #1 .00 24.00 60.00 1065.04 .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*V3irCOS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00722
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00722
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00722
JUNCTION LENGTH = 5.16 FEET
FRICTION LOSSES = .037 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .037)+( .000) = .037
------------------------------------------------------------------------------
NODE 3277.74 : HGL = < 1070.951>;EGL= < 1072.923>;FLOWLINE= < 1065.040>
it it is*ic it is ie it is it i:ic:c Y it icir*it it is is is is it ie it it is*ir is is ie it it it it ie is it it it it is is x�**ic ie it it is*ic is it is is it it is it it is it it is it is it °k it is is is
FLOW PROCESS FROM NODE 3277.74 TO NODE 3764.00 IS CODE = 1
UPSTREAM NODE 3764.00 ELEVATION = 1069.17 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 221.30 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 486.26 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 221.30)/( 2604.451))**2 = .00722
HF=L*SF = ( 486.26)*( .00722) = 3.511
-----------------------------------------------------------------
NODE 3764.00 : HGL = < 1074.462>;EGL= < 1076.434>;FLOWLINE= < 1069.170>
it is is Yc * it it * it is it is is it is is is icir ic.*ic is it it it ie is it it it icic it it is is it is iric is is is is is it is * it is is is is it is is is is it it is is it is is it it is it it it it is is is is it
FLOW PROCESS FROM NODE 3764.00 TO NODE 3769.16 IS CODE = 5
UPSTREAM NODE 3769.16 ELEVATION = 1069.23 (FLOW IS UNDER PRESSURE)
----------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
Page 10
UPSTREAM
162.00
54.00
DOWNSTREAM
221.30
60.00
LATERAL #1
59.30
24.00
LATERAL #2
.00
.00
Q5
.00===Q5 EQUALS
.00 1069.23
3.72
10.186
- 1069.17
4.22
11.271
45.00 1069.23
1.99
18.876
.00 .00
.00
.000
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 = .00679
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00722
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00700
JUNCTION LENGTH = 5.16 FEET
FRICTION LOSSES = .036 FEET ENTRANCE LOSSES = .000 FEET
** CAUTION: TOTAL ENERGY LOSS COMPUTED USING (PRESSURE+MOMENTUM) IS
NEGATIVE.
COMPUTER CHOOSES ZERO ENERGY LOSS FOR TOTAL JUNCTION LOSS.
------------------------------------------------------------------------------
NODE 3769.16 : HGL = < 1074.823>;EGL= < 1076.434>;FLOWLINE= < 1069.230>
is it it 4r*ic it it*ir*ic iris it it ie ie is it i:•k it it it it it it is it it it it it it it it it is it is is it it it*ie it it ie is is is**it ie it it it it it it***iris it is it it ie**ir itx
FLOW PROCESS FROM NODE 3769.16 TO NODE 3833.29 IS CODE = 1
UPSTREAM NODE 3833.29 ELEVATION = 1069.92 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 162.00 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 64.13 FEET MANNING'S N .01300
SF=(Q/K)**2 = (( 162.00)/( 1966.576))**2 = .00679
HF=L*SF = ( 64.13)*( .00679) = .435
------------------------------------------------------------------------------
NODE 3833.29 : HGL = < 1075.258>;EGL= < 1076.869>;FLOWLINE= < 1069.920>
it*it °kit***'„•k�•ie*sY*. it it �-it is is*ir it*ic it it*ic it*it it it it sY it it it it*iris*it it it it sY it*ir it it it it it*ir ir°k it it it*ir •'..•ie*it is sY sY it it**
FLOW PROCESS FROM NODE 3833.29 TO NODE 3833.29 IS CODE = 5
UPSTREAM NODE 3833.29 ELEVATION = 1069.92 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 162.00 54.00 .00 1069.92 3.72 10.186
DOWNSTREAM 162.00 54.00 - 1069.92 3.72 10.186
LATERAL #1 .00 24.00 45.00 1069.92 .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))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00679
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00679
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00679
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .007 FEET ENTRANCE LOSSES .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .007)+( .000) = .007
NODE 3833.29 : HGL = < 1075.265>;EGL= < 1076.876>;FLOWLINE= < 1069.920>
.. it it is*�•*ir*9: it*ir is is it ie *iris*ir****&**ici.•**ir it*ir it is it i;ir**�•*ir it it ir*ir*it ic°k sY it*it it is �•ir**it is is k *ir it it it it*ir
FLOW PROCESS FROM NODE 3833.29 TO NODE 4034.03 IS CODE = 1
UPSTREAM NODE 4034.03 ELEVATION = 1072.02 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 162.00 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 200.74 FEET MANNING'S N = .01300
Page 11
SF=(Q/K)**2 =
(( 162.00)/( 1966.504))**2 = .00679
HF=L*SF = (
------------------------------------------------------------------------------
200.74)*( .00679) = 1.362
NODE 4034.03
: HGL = < 1076.627>;EGL= < 1078.238>;FLOWLINE= < 1072.020>
is is it is is is ie is it it it is it i� it
ie it it it it is it is it is it is it it is is it it it it is is is it is is is it is is is it is is it it it is is it is is is it it ie it is it is it is is icic is it is is it is it it
FLOW PROCESS
FROM NODE 4034.03 TO NODE 4041.19 IS CODE = 5
UPSTREAM NODE
------------------------------------------------------------------------------
4041.19 ELEVATION = 1072.05 (FLOW IS UNDER
PRESSURE)
CALCULATE JUNCTION LOSSES:
PIPE
FLOW DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT/SEC)
UPSTREAM
120.80 54.00 .00 1072.05 3.24
7.596
DOWNSTREAM
162.00 54.00 - 1072.02 3.72
10.186
LATERAL #1
41.20 24.00 45.00 1072.05 1.96
13.114
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 = .00377
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00679
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00528
JUNCTION LENGTH = 7.16 FEET
FRICTION LOSSES = .038 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .007)+( .000) = .007
NODE 4041.19 : HGL = < 1077.350>;EGL= < 1078.245>;FLOWLINE= < 1072.050>
is i:.* it is it it is it is is it it *ic is fc it it it it is it is is ie is is is is sY it it is is is is is it it it is is is * it it it it it it it it it * it it it it it is it it is * is it it ie is it is is is it it is is
FLOW PROCESS FROM NODE 4041.19 TO NODE 4045.48 IS CODE = 1
UPSTREAM NODE
4045.48 ELEVATION = 1072.07 (FLOW IS UNDER
-------------------------------------------------------------
PRESSURE)
CALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
120.80 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH =
4.29 FEET MANNING'S N = .01300
SF=(Q/K)**2 =
(( 120.80)/( 1971.077))**2 = .00376
HF=L*SF = (
------------------------------------------------------------------------------
4.29)*( .00376) = .016
NODE 4045.48
: HGL = < 1077.366>;EGL= < 1078.262>;FLOWLINE= < 1072.070>
•..•*ic it it i:ici: it is it is it it sY
is ie is it is is it *ic it& it is is it it ie*ir is it it it is it it it*ie*ir it is is it ic-k it it it**it is it it it is is it is is*ic ie it is it ie ie it is is
FLOW PROCESS
FROM NODE 4045.48 TO NODE 4045.48 IS CODE = 5
UPSTREAM NODE
------------------------------------------------------------------------------
4045.48 ELEVATION = 1072.07 (FLOW IS UNDER
PRESSURE)
CALCULATE JUNCTION LOSSES:
PIPE
FLOW DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT/SEC)
UPSTREAM
120.80 54.00 .00 1072.07 3.24
7.595
DOWNSTREAM
120.80 54.00 - 1072.07 3.24
7.595
LATERAL #1
.00 24.00 45.00 1072.07 .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 (DE LTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00377
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00377
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00377
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .004 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
Page 12
JUNCTION LOSSES = ( .004)+( .000) = .004
------------------------------------------------------------------------
NODE 4045.48 : HGL = < 1077.370>;EGL= < 1078.265>;FLOWLINE= < 1072.070>
FLOW PROCESS FROM NODE 4045.48 TO NODE 4402.92 IS CODE = 1
UPSTREAM NODE 4402.92 ELEVATION = 1073.69 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 357.44 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 120.80)/( 1966.448))**2 = .00377
HF=L*SF = (' 357.44)*( .00377) = 1.349
------------------------------------------------------------------------------
NODE 4402.92 : HGL = < 1078.718>;EGL= < 1079.614>;FLOWLINE= < 1073.690>
is irir ** is it sk it is it it ie is * it it ie it is ie it it :4 is it ie it is it it is is it ie it it ie ie it it it it is it it it ie'ie it is it is is it is it it it it ie ie is ie is ie it ie it it if is it it it * is is
FLOW PROCESS FROM NODE 4402.92 TO NODE 4473.70 IS CODE = 3
UPSTREAM NODE 4473.70 ELEVATION = 1074.01 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES
CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 70.78 FEET BEND COEFFICIENT(KB) = .25000
FLOW VELOCITY = 7.60 FEET/SEC. VELOCITY HEAD = .896 FEET
HB=KB*(VELOCITY HEAD) = ( 250)*( .896) = .224
SF=(Q/K)**2 = (( 120.80)/( 1966.723))**2 = .00377
HF=L*SF = ( 70.78)*( .00377) = .267
TOTAL HEAD LOSSES = HB + HF = ( .224)+( .267) _ .491
------------------------------------------------------------------------------
NODE 4473.70 : HGL = < 1079.209>;EGL= < 1080.105>;FLOWLINE= < 1074.010>
it :': it it s4 ir'..•ir it *ir it 4c it it is is****i: it is it is it it sY is it is is is irir is is it it it it is it is it it ie is is it is it it*ir it it is it it is it is is is it is 4c it it it is it it it it it
FLOW PROCESS FROM NODE 4473.70 TO NODE 4535.03 IS CODE = 1
UPSTREAM NODE 4535.03 ELEVATION = 1074.29 (FLOW IS UNDER PRESSURE)
--------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 61.33 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 120.80)/( 1966.433))**2 = .00377
HF=L*SF = ( 61.33)*( .00377) = .231
------------------------------------------------------------------------------
NODE 4535.03 : HGL = < 1079.441>;EGL= < 1080.337>;FLOWLINE= < 1074.290>
is it**ie *i.•i: k is it is is it is is*i: **ic*ir it is it it it'tt ie is is it is it it it it it is is it i; is is it it it is is is it*ir it k it is it it is it it is it ie it sY it is it xt is it**i: it
FLOW PROCESS FROM NODE 4535.03 TO NODE 4540.19 IS CODE = 2
UPSTREAM NODE 4540.19 ELEVATION = 1074.31 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE MANHOLE LOSSES(LACFCD):
PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES
FLOW VELOCITY = 7.60 FEET/SEC. VELOCITY HEAD = .896 FEET
HMN = .05*(VELOCITY HEAD) = .05*( .896) = .045
------------------------------------------------------------------------------
NODE 4540.19 HGL = < 1079.486>;EGL= < 1080.381>;FLOWLINE= < 1074.310>
i:i:*ir irir ic:Y it ie*ir it :r*ir«irsY is i:**k is*ir*sY it**'r ie is it sY it ie it*ic it**�'*ir*ir is it is is ie it ie it***it sY is is**ic it it it it *�k is*i: is
FLOW PROCESS FROM NODE 4540.19 TO NODE 5035.03 IS CODE = 1
UPSTREAM NODE 5035.03 ELEVATION = 1076.55 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD);
PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 494.84 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 120.80)/( 1966.487))**2 = .00377
HF=L*SF = ( 494.84)*( .00377) = 1.867
------------------------------------------------------------------------------
Page 13
NODE 5035.03 : HGL = < 1081.353>;EGL= < 1082.249>;FLOWLINE= < 1076.550>
it ie it it 4c is it ie it it is is is ie is * it is ie is it ie is it is is it ie. is it it ie & it is it it ie it ie ie is ie ie is it it ie it is is it ie ie it ie it is is is it is is it is it is is is is is ie is * �Y ie is it
FLOW PROCESS FROM NODE 5035.03 TO NODE 5040.19 IS CODE = 2
UPSTREAM NODE 5040.19 ELEVATION = 1076.57 (FLOW IS UNDER PRESSURE)
--------------------------------------------------------------
CALCULATE MANHOLE LOSSES(LACFCD):
PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES
FLOW VELOCITY = 7.60 FEET/SEC. VELOCITY HEAD = .896 FEET
HMN = .05*(VELOCITY HEAD) = .05*( .896) = .045
-----------------------------------------
-------------------------
NODE 5040.19 : HGL = < 1081.398>;EGL= < 1082.294>;FLOWLINE= < 1076.570>
it is is Yc it ie it is it is is it is it it it it is it is iric it iF it ir'k it k it it it it it it ie sY ie is is it is it it ir'& is is it is is it it it is ie it is is is it it ie iF it it is it is it Yc it is irie is it is
FLOW PROCESS FROM NODE 5040.19 TO NODE 5535.03 IS CODE = 1
UPSTREAM NODE 5535.03 ELEVATION = 1078.81 (FLOW SEALS IN REACH)
--
------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 494.84 FEET MANNING'S N = .01300
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 4.83
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 4.828 7.595 5.724 4336.34
435.068 4.500 7.595 5.396 4011.03
-----------------------------------------------_-----------------
NORMAL DEPTH(FT) = 3.38 CRITICAL DEPTH(FT) - 3.24
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)
435.068 4.500 7.593 5.396 4011.03
479.983 4.455 7.606 5.354 3969.54
494.840 4.436 7.615 5.337 3953.10
---------------------------------------------------------------------
NODE 5535.03 : HGL = < 1083.246>;EGL= < 1084.147>;FLOWLINE= < 1078.810>
it it ic****ir ie*ir it*::'.r .r**#ir ie �-**ic it ie it it :Fir*ir it s4 ie**ic is*ir**ic iF it it is i.•i:*ir it it it*4r***ie it is**ic is it is it*ir*ic�ie ie
FLOW PROCESS FROM NODE 5535.03 TO NODE 5540.19 IS CODE = 2
-_UPSTREAM NODE 5540.19 ELEVATION = 1078.83 (FLOW IS SUBCRITICAL)
--------------------------------------------------------------------
CALCULATE MANHOLE LOSSES(LACFCD):
PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES
AVERAGED VELOCITY HEAD = .899 FEET
HMN = .05*(AVERAGED VELOCITY HEAD) = .05*( .899) _ .045
--------------------------------------------------------------------------
NODE 5540.19 : HGL = < 1083.294>;EGL= < 1084.192>;FLOWLINE= < 1078.830>
R•ir**-k�:ic:Fic**ft*i:*k4r is is it is is is sY it is it is it it is i;ic*�•ic it iF it sY is sY*ir it it ilic it it ic'.t it it it it*ic*ir*ic is it*ic ie is*itit it it �•i: k is
FLOW PROCESS FROM NODE 5540.19 TO NODE 5542.24 IS CODE = 1
UPSTREAM NODE 5542.24 ELEVATION = 1078.84 (FLOW IS SUBCRITICAL)
------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 2.05 FEET MANNING'S N = .01300
-------------------------------------------------_-----------------
NORMAL DEPTH(FT) = 3.27 CRITICAL DEPTH(FT) - 3.24
Page 14
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.46
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 4.465 7.602 5.362 3977.93
2.050 4.461 7.603 5.359 3974.93
------------------------------------------------------------------------------
NODE 5542.24 : HGL = < 1083.301>;EGL= < 1084.199>;FLOWLINE= < 1078.840>
it it 4c-ic s4 �t ie is is is sY sY'.c is ie 4t4ric ir�i: is it stir is is it 4t is is is is is it it 4r it Y ic+Y ie dt it it ie ie ie �c Yt Yc it sY 4e is stir fc ic:t it it ic�Yr is is Y is is do it ie Y is is �Y Yr
FLOW PROCESS FROM NODE 5542.24 TO NODE 5577.58 IS CODE = 3
UPSTREAM NODE 5577.58 ELEVATION = 1079.00 (FLOW IS SUBCRITICAL)
--
------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES
CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 35.34 FEET
-------------------------------------------------------------------
NORMAL DEPTH(FT) = 3.38 CRITICAL DEPTH(FT) = 3.24
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.46
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 4.461 7.603 5.359 3974.93
35.137 4.418 7.625 5.321 3937.07
35.340 4.418 7.625 5.321 3936.83
------------------------------------------------------------
NODE 5577.58 : HGL = < 1083.418>;EGL= < 1084.321>;FLOWLINE= < 1079.000>
:ci: 4ek��•:r ic�:t 4c is i::t 4t is it it k it fc is 4r*ic ickk�: is 4t ie is is 4c it it�it is 4r ir4t sY*ic���ir ick�it�ie is fc ir�ir is is ic�it is it is it sY ic�ic it': is :e
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 5577.58 FLOWLINE ELEVATION = 1079.00
ASSUMED UPSTREAM CONTROL HGL = 1082.24 FOR DOWNSTREAM RUN ANALYSIS
END OF GRADUALLY VARIED FLOW ANALYSIS
Page 15
is it is is ie ie ie ieie is it is it is is it is it it is ie it is ie it it is it is it is ie is is is is ie ie it it ie is it it is is is is it is ie is ie it it ie is ie is ie it it ie is it *.ic it is ie ie ie ie is is iric is
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
ie ir'.c it it it is is it it it is sY it is is is is it*;r it it ie it is DESCRIPTION OF STUDY ******ir it it ie it is it it is it it is ie is it is is ie it is
it SIERRA BUSINESS PARK
STORM DRAIN LINE H
'c 100-YEAR HYDRAULIC ANALYSIS it
is irir it it ie it ie ie ie ie ie it ie is is is is is it is is it it ie ie ie sY is it it it ie it ie is it is it is it is is is is is it ie is is it it ie ie ie. is it it is ie is ie ie it sY ie it is it is it is is it
------------------------------------------------.------------------------------
FILE NAME: SBPLINEH.HGL
TIME/DATE OF STUDY: 8:16 6/17/2004
.. is is R-�-**ic is �ir is is is is is it it*ir**ir*it*ie is it is*ici:*ic it is i�sY is it is is it it it is it***.***it ic'k is it*ir it is is k it it is 4c it °k is**ic is it it
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)
.00- 13.20* 11887.18 2.12 2617.90
1
FRICTION
72.77-
12.58*
11269.41
2.12
2617.22
1
FRICTION+BEND
166.05-
11.87*
10567.57
2.12
2615.28
1
FRICTION
175.31-
11.79*
10488.25
2.12
2614.65
1
FRICTION+BEND
210.65-
11.57*
10270.61
2.12
2617.92
1
FRICTION
243.90-
11.28*
9984.79
2.12
2615.76
1
FRICTION+BEND
261.57-
11.21*
9907.75
2.12
2614.93
1
FRICTION
1063.20-
4.35*
3112.59
2.21
2543.90
1
FRICTION+BEND
1133.89-
3.53*
2542.68
2.33
2467.39
1
FRICTION
1 HYDRAULIC
JUMP
1186.66-
2.81*Dc
2348.72
2.81*Dc
2348.72
1
JUNCTION
1186.66-
3.62*
2022.77
2.25
1661.15
1
FRICTION
1 HYDRAULIC
JUMP
1733.59-
2.49
DC
1638.00
2.38*
1643.01
1
FRICTION+BEND
1804.29-
2.49
DC
1638.00
2.39*
1642.17
1
FRICTION
1980.58-
2.49*Dc
1638.00
2.49*Dc
1638.00
1
JUNCTION
1980.58-
3.15*
1699.43
2.50 DC
1567.93
1
FRICTION
2112.44-
2.94*
1632.16
2.50 DC
1567.93
1
JUNCTION
2112.44-
3.57*
1737.31
2.36 DC
1345.80
Page 1
I FRICTION
2312.44- 3.05*
1488.22 2.36 DC
1345.80
1 JUNCTION
2312.44- 3.53*
1566.75 2.15
1129.48
1 FRICTION
2512.44- 2.85*
1248.01 2.20 DC
1128.68
1 JUNCTION
2512.44- 3.12*
1205.93 2.12 DC
965.02
1 FRICTION
2712.44- 2.88*
1109.01 2.12 DC
965.02
1 JUNCTION
2712.44- 3.37*
1161.82 1.92 DC
746.31
1 FRICTION
2912.44- 2.91*
960.33 1.92 DC
746.31
1 JUNCTION
2912.44- 3.29*
995.88 1.64
541.00
1 FRICTION
3112.44- 2.56*
700.75 1.69 DC
540.29
1 JUNCTION
3112.44- 2.91*
726.70 1.35
348.42
1 FRICTION
3312.44- 1.97*
414.87 1.42 DC
347.03
1 CATCH BASIN
3312.44- 2.26*
312.04 1.42 DC
122.55
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.
it fc::'.eR•4t'c*i.•.'.c ie it it it it l:i:4.•'.•�•k 9r irk':*:r it ir'r it it**4 it
k fr 4c**4r is Pc it ir:r�'.ric'.rdc*9e is it ir:r*4r it it �r 4r:c*.*ir
it :r it it 4r it it :c ir*
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = .00
FLOWLINE ELEVATION = 1039.50
PIPE FLOW = 91.50 CFS
PIPE DIAMETER = 54.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL =
------------------------------------------------------------------------------
1052.700
NODE .00 : HGL = < 1052.700>;EGL=
< 1053.214>;FLOWLINE= <
1039.500>
i:i:i:iti: iY ici: is it*�Yr'.: is 9c***ir it Yr is ic:r 4r it it it is is*Yr Yr is f:
it it 4r is 4r it*ir �c*:Y is is is it**ic is it 4c**ic sY is ie ie it
it 4e 4r it is it****Y*ic
FLOW PROCESS FROM NODE .00 TO
NODE 72.77 IS CODE = 1
UPSTREAM NODE 72.77 ELEVATION
------------------------------------------------------------------------------
= 1040.28 (FLOW IS UNDER
PRESSURE)
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 91.50 CFS
PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 72.77 FEET
MANNING'S N = .01300
SF=(Q/K)**2 = (( 91.50)/( 1966.207))**2
= .00217
HF=L*SF = ( 72.77)*( .00217) =
------------------------------------------------------------------------------
.158
NODE 72.77 : HGL = < 1052.858>;EGL=
< 1053.371>;FLOWLINE= <
1040.280>
�'r:'r?r4:*':'.ri:*:c«•ic it*ic:.•**sY**4rs::c%:*:c*'x �c is*ic***:cir*.*ir it it �'r****�^4cYe Y:ir 4r*ir is �Y**ie**i: :: it *k :r is 4c 4c 4c 4e it :r ic*
FLOW PROCESS FROM NODE 72.77 TO NODE 166.05 IS CODE = 3
UPSTREAM NODE 166.05 ELEVATION = 1041.28 (FLOW IS UNDER PRESSURE)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES
CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 93.28 FEET BEND COEFFICIENT(KB) = .17678
FLOW VELOCITY = 5.75 FEET/SEC. VELOCITY HEAD = .514 FEET
HB=KB*(VELOCITY HEAD) = ( .177)*( .514) = .091
SF=(Q/K)**2 = (( 91.50)/( 1966.368))**2 = .00217
HF=L*SF = ( 93.28)*( .00217) = .202
TOTAL HEAD LOSSES = HB + HF = ( .091)+( .202) _ .293
------------------------------------------------------------------------------
NODE 166.05 : HGL = < 1053.150>;EGL= < 1053.664>;FLOWLINE= < 1041.280>
Page 2
ick kkir it ie irk ickkkkkki�k ie is irkkkkkkkkkkkk�'e*it**.k*ir.lei•***ic*.1..ir**ic it***,Y,{r*,h it it it it ie it it it it it ie it it ie is ie 4t
FLOW PROCESS FROM NODE 166.05 TO NODE 175.31 IS CODE = 1
--UPSTREAM NODE 175.31 ' ELEVATION = 1041.38 (FLOW IS UNDER PRESSURE)
-------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 9.26 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 91.50)/( 1967.885))**2 = .00216
HF=L*SF = ( 9.26)*( .00216) = .020
-----------------------------------------------------
--------------
NODE 175.31 : HGL = < 1053.170>;EGL= < 1053.684>;FLOWLINE= < 1041.380>
itkkkkiskkkkkkkir ickkirk kit ick itkkkkkkkkkkie itkkkkkkkkkkkkkkkkkkkisk ki; kick kickkkkkic irk it kirkkk
FLOW PROCESS FROM NODE 175.31 TO NODE 210.65 IS CODE = 3
--UPSTREAM NODE 210.65 ELEVATION = 1041.75 (FLOW IS UNDER PRESSURE)
----------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES
CENTRAL ANGLE = 30.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 35.34 FEET BEND COEFFICIENT(KB) = .14434
FLOW VELOCITY = 5.75 FEET/SEC. VELOCITY HEAD = .514 FEET
HB=KB*(VELOCITY HEAD) = ( 144)*( .514) = .074
SF=(Q/K)**2 = (( 91.50)/( 1967.182))**2 = .00216
HF=L*SF = ( 35.34)*( .00216) = .076
TOTAL HEAD LOSSES = HB + HF = ( .074)+( .076) _ .151
NODE 210.65 : HGL = < 1053.321>;EGL= < 1053.835>;FLOWLINE= < 1041.750>
k kkk*kkkkkkkkkkkkk*�;kkkkkkkkkkkitkkir itkkkkkk:Ykkkkkk$rkkkkiekkkirkkkickkkkkkkkkkiskkkk
FLOW PROCESS FROM NODE 210.65 TO NODE 243.90 IS CODE = 1
UPSTREAM NODE 243.90 ELEVATION = 1042.11 (FLOW IS UNDER PRESSURE)
--------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 33.25 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 91.50)/( 1966.011))**2 = .00217
HF=L*SF = ( 33.25)*( .00217) = .072
--------------------------------------------------------------
NODE 243.90 : HGL = < 1053.393>;EGL= < 1053.907>;FLOWLINE= < 1042.110>
�i.•kkkkkkkirkkkkkk*kki:kk*kkkkkkkkkkkkk�.r�•kkk �-ic is it ie**irir it*it*it it it "***i: it is*i:**ic it irk*ir it it*�•
FLOW PROCESS FROM NODE 243.90 TO NODE 261.57 IS CODE = 3
--UPSTREAM NODE 261.57 ELEVATION = 1042.30 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES
CENTRAL ANGLE = 30.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 17.67 FEET BEND COEFFICIENT(KB) = .14434
FLOW VELOCITY = 5.75 FEET/SEC. VELOCITY HEAD = .514 FEET
HB=KB*(VELOCITY HEAD) = ( 144)*( .514) = .074
SF=(Q/K)**2 = (( 91.50)/( 1966.651))**2 = .00216
HF=L*SF = ( 17.67)*( .00216) = .038
TOTAL HEAD LOSSES = HB + HF = ( .074)+( .038) _ .112
----------------------------------------------------------------------
NODE 261.57 : HGL = < 1053.505>;EGL= < 1054.019>;FLOWLINE= < 1042.300>
kk�•ici; it irkkkk �•k kkkkkkkir*irkkkkkkkkkk*kit it itkkkkkic kirkk kkkkkkkkkkkkit k irk kirk kirk kkkkkirkk
FLOW PROCESS FROM NODE 261.57 TO NODE 1063.20 IS CODE = 1
UPSTREAM NODE 1063.20 ELEVATION = 1050.88 (FLOW SEALS IN REACH)
--
--------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 801.63 FEET MANNING'S N = .01300
Page 3
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 11.21
PRESSURE FLOW
------------------------------------------------------------------------------
PROFILE COMPUTED INFORMATION:
DISTANCE FROM
PRESSURE VELOCITY SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT) (FT/SEC) ENERGY(FT)
MOMENTUM(POUNDS)
.000
11.205 5.753 11.719
9907.75
785.348
------------------------------------------------------------------------------
4.500 5.753 5.014
3253.10
NORMAL DEPTH(FT) = 2.12 CRITICAL DEPTH(FT)
= 2.81
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)
785.348
4.500 5.751 5.014
3253.10
792.808
4.432 5.769 4.949
3189.12
799.857
4.364 5.802 4.888
3128.11
801.630
------------------------------------------------------------------------------
4.347 5.813 4.872
3112.59
NODE 1063.20
: HGL = < 1055.227>;EGL= < 1055.752>;FLOWLINE= < 1050.880>
f: lr it �c�4c it tY �Y k9r ir;r it it 4 it 4r 4t it dt ie&ir is �'t 4t it it it Y it 4r it 4r it it it is ie �r it is is 4r 4r 4r Yr 4r it 4e it it it it it4r is is it it Yr ': i:4r is is sY it Yr 4 it it sY it it fir. it
FLOW PROCESS FROM NODE 1063.20 TO NODE 1133.89 IS CODE
= 3
UPSTREAM NODE
------------------------------------------------------------------------------
1133.89 ELEVATION = 1051.64 (FLOW IS
SUBCRITICAL)
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW =
91.50 CFS PIPE DIAMETER = 54.00 INCHES
CENTRAL ANGLE
= 90.000 DEGREES MANNING'S N = .01300
PIPE LENGTH =
70.69 FEET
NORMAL DEPTH(FT) = 2.11 CRITICAL DEPTH(FT) = 2.81
---------------------------------------------------------------------
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.35
-----------------------------------------------------------------
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
4.347
5.813
4.872
3112.59
6.118
4.285
5.854
4.818
3059.51
12.083
4.224
5.901
4.765
3008.07
17.911
4.162
5.955
4.713
2958.24
23.612
4.100
6.014
4.662
2910.01
29.191
4.039
6.080
4.613
2863.39
34.650
3.977
6.150
4.565
2818.40
39.991
3.915
6.227
4.518
2775.07
45.210
3.854
6.309
4.472
2733.45
50.304
3.792
6.396
4.428
2693.58
55.268
3.730
6.489
4.385
2655.50
60.094
3.669
6.588
4.343
2619.27
64.774
3.607
6.694
4.303
2584.95
69.296
3.545
6.805
4.265
2552.61
70.690
3.526
6.842
4.253
2542.68
NODE 1133.89 : HGL = < 1055.166>;EGL= < 1055.893>;FLOWLINE= < 1051.640>
i:�4: �4c',:tr it �k ir��4r�ie�&�:r die it kir 4r�ir it it sY'..•Y��4r k ic:r ir�zt ie 4r it ir:rir.�•dr �ic:r��it'r is&«�k�ic'..•�•&'.e�oY �: klr 4r'x�iri:'r
FLOW PROCESS FROM NODE 1133.89 TO NODE 1186.66 IS CODE = 1
UPSTREAM NODE 1186.66 ELEVATION = 1052.20 (HYDRAULIC JUMP OCCURS)
--------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES
Page 4
PIPE LENGTH =
------------------------------------------------------------------------------
52.77 FEET
MANNING'S N = .01300
HYDRAULIC JUMP:
DOWNSTREAM RUN ANALYSIS
RESULTS
------------------------------------------------------------------------------
NORMAL DEPTH(FT)
= 2.12
CRITICAL
DEPTH(FT)
= 2.81
UPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
2.81
------------------------------------------------------------------------
GRADUALLY VARIED
------------------------------------------------------------------------------
FLOW PROFILE
COMPUTED INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
2.806
8.772
4.001
2348.72
.084
2.778
8.874
4.002
2349.05
.344
2.751
8.979
4.004
2350.08
.799
2.724
9.086
4.006
2351.80
1.468
2.696
9.196
4.010
2354.25
2.371
2.669
9.309
4.015
2357.43
3.535
2.641
9.426
4.022
2361.37
4.989
2.614
9.545
4.030
2366.09
6.768
2.587
9.668
4.039
2371.60
8.913
2.559
9.794
4.050
2377.94
11.474
2.532
9.924
4.062
2385.11
14.508
2.504
10.058
4.076
2393.15
18.090
2.477
10.195
4.092
2402.08
22.308
2.450
10.337
4.110
2411.93
27.277
2.422
10.482
4.129
2422.72
33.143
2.395
10.632
4.151
2434.48
40.099
2.367
10.786
4.175
2447.25
48.405
2.340
10.945
4.201
2461.05
52.770
2.328
11.016
4.214
2467.39
------------------------------------------------------------------------------
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
------------------------------------------------------------------------------
------------------------------------------------------------------------------
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT)
= 3.53
----------------------------------------------------------------------
GRADUALLY VARIED
------------------------------------------------------------------------------
FLOW PROFILE
COMPUTED INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
3.526
6.842
4.253
2542.68
2.064
3.497
6.898
4.236
2528.58
4.087
3.468
6.955
4.220
2514.93
6.069
3.439
7.013
4.203
2501.74
8.007
3.411
7.073
4.188
2489.03
9.898
3.382
7.134
4.173
2476.81
11.742
3.353
7.198
4.158
2465.07
13.535
3.324
7.262
4.144
2453.83
15.275
3.295
7.329
4.130
2443.09
16.959
3.267
7.397
4.117
2432.88
18.584
3.238
7.467
4.104
2423.19
20.147
3.209
7.539
4.092
2414.03
21.644
3.180
7.613
4.081
2405.43
23.070
3.151
7.689
4.070
2397.38
24.423
3.123
7.766
4.060
2389.89
25.696
3.094
7.846
4.050
2382.99
26.886
3.065
7.928
4.042
2376.68
27.985
3.036
8.012
4.034
2370.97
28.989
3.007
8.099
4.026
2365.88
29.889
2.979
8.187
4.020
2361.42
30.679
2.950
8.278
4.015
2357.61
31.349
2.921
8.372
4.010
2354.45
31.891
2.892
8.468
4.006
2351.97
32.294
2.863
8.567
4.004
2350.17
32.546
2.835
8.668
4.002
2349.08
Page 5
32.633 2.806 8.772 4.001 2348.72
52.770 2.806 8.772 4.001 2348.72
------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------
PRESSURE+MOMENTUM BALANCE OCCURS AT 15.42 FEET UPSTREAM OF NODE 1133.89
DOWNSTREAM DEPTH = 3.293 FEET, UPSTREAM CONJUGATE DEPTH = 2.378 FEET
------------------------------------------------------------------------------
NODE 1186.66 : HGL = < 1055.006>;EGL= < 1056.201>;FLOWLINE= < 1052.200>
icieicir*iriciesY*iricic*iriric*iriricicieicirieicicirieiciriricieieiciciricirieitieirieitiriciticsYicicieicirieiririeicirieicir*iriricic*ieieiciricir
FLOW PROCESS FROM NODE 1186.66 TO NODE 1186.66 IS CODE = 5
UPSTREAM NODE 1186.66 ELEVATION = 1052.20 (FLOW IS AT CRITICAL DEPTH)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE
FLOW
DIAMETER
ANGLE
FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
67.80
48.00
.00
1052.20
2.49
5.665
DOWNSTREAM
91.50
54.00
-
1052.20
2.81
8.775
LATERAL #1
23.70
24.00
45.00
1052.20
1.73
7.544
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 = .00195
DOWNSTREAM: MANNING'S
N = .01300; FRICTION SLOPE = .00427
AVERAGED FRICTION
SLOPE IN JUNCTION ASSUMED AS .00311
JUNCTION LENGTH =
1.00 FEET
FRICTION LOSSES =
.003 FEET ENTRANCE LOSSES = .000
FEET
JUNCTION LOSSES =
(DY+HV1- HV2) +(ENTRANCE LOSSES)
JUNCTION LOSSES =
( .120)+( .000) = .120
------------------------------------------------------------------------------
NODE 1186.66 : HGL
= < 1055.823>;EGL= < 1056.321>;FLOWLINE= <
1052.200>
it it it it it it it is is is is * it it it is it it it
it is it it it it it is ie it is ie is is it ie ie is is it it is it it it it it sY it icir is it is is it is it it it it * is ie it
is ie it is it ie ie it is is it it it i�
FLOW PROCESS FROM
NODE 1186.66 TO NODE 1733.59 IS CODE = 1
UPSTREAM NODE 1733.59
ELEVATION = 1055.50 (HYDRAULIC JUMP OCCURS)
------------------------------------------------------------------
CALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
67.80 CFS PIPE DIAMETER = 48.00
INCHES
PIPE LENGTH =
546.93 FEET MANNING'S N = .01300
------------------------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM
RUN ANALYSIS RESULTS
------------------------------------------------------------------------------
NORMAL DEPTH(FT)
------------------------------------------------------------------------------
= 2.25 CRITICAL DEPTH(FT) =
2.49
------------------------------------------------------------------------------
UPSTREAM CONTROL
------------------------------------------------------------------------------
ASSUMED FLOWDEPTH(FT) = 2.38
------------------------------------------------------------------------------
GRADUALLY VARIED
FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT)
(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000
2.377 8.711 3.556
1643.01
1.056
2.372 8.733 3.557
1643.49
2.207
2.367 8.755 3.558
1643.99
3.460
2.362 8.778 3.559
1644.51
4.826
2.357 8.800 3.560
1645.05
6.315
2.351 8.823 3.561
1645.62
7.939
2.346 8.846 3.562
1646.21
9.714
2.341 8.869 3.564
1646.82
11.658
2.336 8.892 3.565
1647.46
13.789
2.331 8.915 3.566
1648.12
16.133
2.326 8.939 3.568
1648.81
18.719
2.321 8.962 3.569
1649.51
21.582
2.316 8.986 3.571
1650.25
Page 6
24.769
2.311
9.009
3.572
1651.00
28.333
2.306
9.033
3.574
1651.78
32.349
2.301
9.057
3.576
1652.58
36.912
2.296
9.081
3.578
1653.41
42.149
2.291
9.106
3.579
1654.26
48.243
2.286
9.130
3.581
1655.14
55.458
2.281
9.155
3.583
1656.04
64.205
2.276
9.180
3.585
1656.97
75.171
2.271
9.204
3.587
1657.92
89.648
2.266
9.229
3.589
1658.90
110.533
2.261
9.255
3.592
1659.90
147.128
2.256
9.280
3.594
1660.93
546.930
2.255
9.285
3.594
1661.15
------------------------------------------------------------------------------
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 3.62
- ----------------------------------------------------------------------------
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM
CONTROL(FT)
.000
8.897
17.664
26.308
34.831
43.234
51.517
59.677
67.713
75.617
83.385
91.005
98.469
105.761
112.864
119.759
126.418
132.809
138.892
144.615
149.912
154.694
158.841
162.186
164.488
165.372
546.930
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
3.623
5.664
4.121
2022.77
3.578
5.716
4.085
1995.84
3.532
5.772
4.050
1969.69
3.487
5.831
4.015
1944.34
3.441
5.894
3.981
1919.81
3.396
5.960
3.948
1896.11
3.350
6.030
3.915
1873.26
3.305
6.104
3.884
1851.28
3.260
6.181
3.853
1830.20
3.214
6.263
3.824
1810.03
3.169
6.349
3.795
1790.81
3.123
6.438
3.767
1772.56
3.078
6.533
3.741
1755.30
3.032
6.631
3.716
1739.07
2.987
6.735
3.692
1723.90
2.941
6.843
3.669
1709.82
2.896
6.956
3.648
1696.86
2.851
7.075
3.628
1685.07
2.805
7.199
3.610
1674.49
2.760
7.330
3.594
1665.14
2.714
7.466
3.580
1657.09
2.669
7.609
3.568
1650.38
2.623
7.759
3.559
1645.06
2.578
7.916
3.552
1641.18
2.533
8.080
3.547
1638.80
2.487
8.253
3.546
1638.00
2.487
8.253
3.546
1638.00
--------------- -------END OF HYDRAULIC JUMP ANALYSIS------------------------
PRESSURE+MOMENTUM BALANCE OCCURS AT 147.30 FEET UPSTREAM OF NODE 1186.66
DOWNSTREAM DEPTH = 2.737 FEET, UPSTREAM CONJUGATE DEPTH = 2.255 FEET
------------------------------------------------------------------------------
NODE 1733.59 : HGL = < 1057.877>;EGL= < 1059.056>;FLOWLINE= < 1055.500>
FLOW PROCESS FROM NODE 1733.59 TO NODE 1804.29 IS CODE = 3
UPSTREAM NODE 1804.29 ELEVATION = 1055.86 (FLOW IS SUPERCRITICAL)
------------------------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 67.80 CFS PIPE DIAMETER = 48.00 INCHES
CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 70.70 FEET
NORMAL DEPTH(FT) = 2.38 CRITICAL DEPTH(FT) = 2.49
Page 7
UPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
= 2.39
GRADUALLY VARIED
-----------------------------------------------------------------------------
FLOW PROFILE
COMPUTED
INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
2.386
8.670
3.554
1642.17
1.079
2.386
8.671
3.554
1642.21
2.209
2.385
8.673
3.554
1642.24
3.393
2.385
8.675
3.554
1642.28
4.638
2.384
8.677
3.554
1642.31
5.948
2.384
8.679
3.554
1642.35
7.332
2.384
8.680
3.554
1642.39
8.796
2.383
8.682
3.554
1642.42
10.350
2.383
8.684
3.555
1642.46
12.004
2.382
8.686
3.555
1642.49
13.773
2.382
8.688
3.555
1642.53
15.671
2.382
8.689
3.555
1642.57
17.717
2.381
8.691
3.555
1642.60
19.937
2.381
8.693
3.555
1642.64
22.358
2.380
8.695
3.555
1642.67
25.022
2.380
8.697
3.555
1642.71
27.977
2.380
8.698
3.555
1642.75
31.293
2.379
8.700
3.555
1642.79
35.068
2.379
8.702
3.555
1642.82
39.441
2.378
8.704
3.555
1642.86
44.634
2.378
8.706
3.555
1642.90
51.015
2.377
8.707
3.556
1642.94
59.273
2.377
8.709
3.556
1642.97
70.700
------------------------------------------------------------------------------
2.377
8.711
3.556
1643.01
NODE 1804.29 : HGL = < 1058.246>;EGL= < 1059.414>;FLOWLINE=
< 1055.860>
FLOW PROCESS FROM NODE 1804.29 TO NODE
1980.58 IS CODE
= 1
UPSTREAM NODE 1980.58 ELEVATION =
-- ------------------------------------------------------------------------
1056.75 (FLOW IS
SUPERCRITICAL)
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW =
67.80 CFS
PIPE
DIAMETER = 48.00 INCHES
PIPE LENGTH =
------------------------------------------------------------------------------
176.29 FEET
MANNING'S
N = .01300
NORMAL DEPTH(FT)
= 2.38
CRITICAL
DEPTH(FT)
= 2.49
UPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
=
2.49
GRADUALLY VARIED
------------------------------------------------------------------------------
FLOW PROFILE
COMPUTED INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
2.487
8.253
3.546
1638.00
.023
2.483
8.270
3.546
1638.00
.093
2.479
8.286
3.546
1638.02
.216
2.475
8.303
3.546
1638.06
.395
2.470
8.319
3.546
1638.11
.637
2.466
8.336
3.546
1638.17
.948
2.462
8.353
3.546
1638.25
1.335
2.458
8.370
3.546
1638.34
1.807
2.454
8.386
3.546
1638.45
2.374
2.449
8.403
3.547
1638.57
3.049
2.445
8.420
3.547
1638.70
3.847
2.441
8.438
3.547
1638.85
4.786
2.437
8.455
3.548
1639.01
5.888
2.433
8.472
3.548
1639.19
7.182
2.428
8.489
3.548
1639.38
Page 8
8.704
2.424 8.507 3.549
1639.59
10.503
2.420 8.524 3.549
1639.81
12.644
2.416 8.542 3.550
1640.05
15.218
2.412 8.560 3.550
1640.30
18.360
2.408 8.577 3.551
1640.57
22.277
2.403 8.595 3.551
1640.85
27.319
2.399 8.613 3.552
1641.15
34.137
2.395 8.631 3.552
1641.46
44.201
2.391 8.649 3.553
1641.79
62.219
2.387 8.668 3.554
1642.14
176.290
------------------------------------------------------------------
2.386 8.670 3.554
1642.17
NODE 1980.58 :
HGL = < 1059.237>;EGL= < 1060.296>;FLOWLINE= <
1056.750>
is ic*it is it sY is it it it is*ir is it*ic is it ie it it it ie it is it is irir it it ie sY it ie it it it is it it is ie it is ie it it is it it it it is is it it is ie it it it is it it it it is ie it it it ie it it it
FLOW PROCESS FROM NODE 1980.58 TO NODE 1980.58 IS CODE = 5
UPSTREAM NODE 1980.58 ELEVATION = 1056.75 (FLOW IS AT CRITICAL DEPTH)
-- ------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE
FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM
63.40 42.00 .00 1056.75 2.50
6.949
DOWNSTREAM
67.80 48.00 - 1056.75 2.49
8.256
LATERAL #1
.00 .00 .00 .00 .00
LATERAL #2
.00 .00 .00 .00 .00
.000
Q5
4.40===Q5 EQUALS BASIN INPUT===
.000
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Ql*Vl*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00349
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00443
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00396
JUNCTION LENGTH
= 1.00 FEET
FRICTION LOSSES
= .004 FEET ENTRANCE LOSSES .212
FEET
JUNCTION LOSSES
= (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES
------------------------------------------------------------------------------
= ( .144)+( .212) = .356
NODE 1980.58 :
HGL = < 1059.901>;EGL= < 1060.651>;FLOWLINE= <
1056.750>
....2Y*ir it it*ic it �-ir it it sY it it it
it it it it it*ic it it it it it*i;#it it it it sY it it ie it*ir ie*it ie it it ie is it is it it is it it ir�it it it is
it it it it it ie it is*it**ir
FLOW PROCESS FROM NODE 1980.58 TO NODE 2112.44 IS CODE _ 1
UPSTREAM NODE 2112.44
-- - ----------------------------------------------------------------
ELEVATION = 1057.35 (FLOW IS SUBCRITICAL)
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW =
63.40 CFS PIPE DIAMETER = 42.00 INCHES
PIPE LENGTH =
------------------------------------------------------------------------------
131.86 FEET MANNING'S N = .01300
NORMAL DEPTH(FT)
= 2.68 CRITICAL DEPTH(FT) =
2.50
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.15
-------------------------------------______________________________________
GRADUALLY VARIED
FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT)
(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000
3.151 6.947 3.901
1699.43
11.649
3.132 6.978 3.889
1692.51
23.277
3.114 7.009 3.877
1685.75
34.906
3.095 7.042 3.865
1679.16
46.555
3.076 7.075 3.854
1672.74
58.246
3.057 7.110 3.843
1666.48
70.001
3.038 7.145 3.832
1660.40
81.845
3.020 7.181 3.821
1654.49
93.805
3.001 7.219 3.811
1648.76
Page 9
105.911 2.982 7.257 3.800 1643.20
118.199 2.963 7.296 3.790 1637.82
130.708 2.945 7.336 3.781 1632.62
131.860 2.943 7.340 3.780 1632.16
-----------------------------------------------------------
NODE 2112.44 : HGL = < 1060.293>;EGL= < 1061.130>;FLOWLINE= < 1057.350>
ic*it is is it it it is is it it it is it is it it it it it it it it is ie it 'e*ic is it is is it it is sY it is is it it is is it is it it it it is is it ie it 'tic is is is is is it is it it it it it is it is is ie it it ie
FLOW PROCESS FROM NODE 2112.44 TO NODE 2112.44 IS CODE = 5
UPSTREAM NODE 2112.44 ELEVATION = 1057.35 (FLOW UNSEALS IN REACH)
----------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 56.60 42.00 .00 1057.35 2.36 5.883
DOWNSTREAM 63.40 42.00 - 1057.35 2.50 7.342
LATERAL #1 .00 .00 .00 .00 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 6.80===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 = .00316
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00380
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00348
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .003 FEET ENTRANCE LOSSES = .167 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .159)+( .167) = .327
NODE 2112.44 : HGL = < 1060.919>;EGL < 1061.456>;FLOWLINE= < 1057.350>
is is is is*ir is is it ir*ir it it is it it it it is*ir it it k is it ir°k it it ir'k it is it is is is it*it is it it is it iric*ic it ir%ic it**ir ir'..•ic**ic *ir it ie is it is ie***�•ir
FLOW PROCESS FROM
NODE 2112.44 TO NODE 2312.44 IS CODE = 1
UPSTREAM NODE 2312.44 ELEVATION = 1058.35 (FLOW
-- ------------------------------------------------------------------------
SEALS IN REACH)
CALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
56.60 CFS PIPE DIAMETER =
42.00 INCHES
PIPE LENGTH =
200.00 FEET MANNING'S N =
.01300
DOWNSTREAM CONTROL
ASSUMED PRESSURE HEAD(FT) = 3.57
PRESSURE FLOW PROFILE
------------------------------------------------------------------------------
COMPUTED INFORMATION:
DISTANCE FROM
PRESSURE VELOCITY SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT) (FT/SEC) ENERGY(FT)
MOMENTUM(POUNDS)
.000
3.569 5.883 4.106
1737.31
37.595
----------------------------------------------------_-----------------
3.500 5.883 4.037
1695.89
NORMAL DEPTH(FT) =
2.36 CRITICAL DEPTH(FT) 2.36
ASSUMED DOWNSTREAM
PRESSURE HEAD(FT) = 3.50
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
-----------------------------------------------------------
DISTANCE FROM
FLOW DEPTH VELOCITY SPECIFIC
PRESSURE+
CONTROL(FT)
(FT) (FT/SEC) ENERGY(FT)
MOMENTUM(POUNDS)
37.595
3.500 5.881 4.037
1695.89
58.987
3.454 5.896 3.994
1670.13
77.813
3.409 5.923 3.954
1645.83
95.430
3.363 5.958 3.915
1622.57
112.226
3.317 6.001 3.877
1600.23
128.411
3.272 6.049 3.840
1578.75
144.117
3.226 6.103 3.805
1558.12
Page 10
159.433 3.180 6.162 3.770 1538.32
174.428 3.135 6.226 3.737 1519.35
189.151 3.089 6.296 3.705 1501.23
200_---------- 0003_-----055 6.351 3.682 1488.22
--------
-------------------------------------------
NODE 2312.44 : HGL = < 1061.405>;EGL= < 1062.032>;FLOWLINE= < 1058.350>
is it it is is it is is it it it it icic it �4 it it is it ie it is ie it ie ie is is it it is is is it it it it is it ie ir$r k it it is it ie is it it it ie ir. oY it it it is it it is ie&ic it ie ie ie it it it it it ie it it
FLOW PROCESS FROM NODE 2312.44 TO NODE 2312.44 IS CODE = 5
--UPSTREAM-NODE 2312.44 ELEVATION = 1058.35 (FLOW UNSEALS IN REACH)
-------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
UPSTREAM (49.60 (142.00) (DEGREOESO) ELEVATION1058.35O
DEPTH(FT.) (FT/SEC)
5.155
DOWNSTREAM 56.60 42.00 - 1058.35 2.36 6.353
LATERAL #1 .00 .00 .00 .00 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 7.00===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 = .00243
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00288
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00265
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .003 FEET ENTRANCE LOSSES = .125 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .140)+( .125) = .265
NODE 2312.44 : HGL = < 1061.884>;EGL= < 1062.297>;FLOWLINE < 1058.350>
it it it is*ir is it*is it is is*it it*ir*ir it is is is is ie it ie it is*ir*k is ie it ie ik it is is it it is is ir&sY-k it is ie k it ie*ir it it it*it k it is sY it it it it*it is it it*ir
FLOW PROCESS FROM
NODE 2312.44 TO NODE 2512.44 IS CODE = 1
--UPSTREAM-NODE 2512.44 ELEVATION = 1059.35 (FLOW
---------------------------------------------------------------
SEALS IN REACH)
CALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
49.60 CFS PIPE DIAMETER =
42.00 INCHES
PIPE LENGTH =
200.00 FEET MANNING'S N =
.01300
DOWNSTREAM CONTROL
ASSUMED PRESSURE HEAD(FT) = 3.53
PRESSURE FLOW PROFILE
---------------------------
COMPUTED INFORMATION:
DISTANCEFROM
PRESSURE VELOCITY SPECIFIC
HEAD(FT) (FT/SEC) ENERGY(FT)
PRESSURE+
.000
3.534 5.155 3.947
MOMENTUM(POUNDS)
1566.75
---------13_350----------3_500------5_155----------3_913
1546.15
NORMAL DEPTH(FT) =
-------------------------
2.15 CRITICAL DEPTH(FT) = 2.20
ASSUMED DOWNSTREAM
----------------------------
PRESSURE HEAD(FT) = 3.50
--------
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------
______________
DISTANCE FROM
CONTROL(FT)
FLOW DEPTH VELOCITY SPECIFIC
(FT) (FT/SEC) ENERGY(FT)
PRESSURE+
13.350
3.500 5.154 3.913
MOMENTUM(POUNDS)
1546.15
31.597
3.448 5.170 3.863
1516.50
48.310
3.396 5.198 3.816
1488.26
64.259
3.344 5.236 3.770
1461.05
79.671
94.671
3.292 5.281 3.725
1434.79
109.340
3.240 5.333 3.682
3.188 5.391 3.640
1409.44
1384.99
Page 11
123.730 3.136 5.454 3.598
1361.45
137.881 3.084 5.524 3.558
1338.83
151.822 3.032 5.599 3.519
1317.15
165.574 2.980 5.680 3.482
1296.44
179.151 2.928 5.768 3.445
1276.72
192.564 2.876 5.861 3.410
1258.03
200.000 2.847 5.916 3.391
----------------------------------------------------------------------
1248.01
NODE 2512.44 : HGL = < 1062.197>;EGL= < 1062.741>;FLOWLINE= < 1059.350>
ieieicieieicicieiririrYiriticic irici;sYititiriririeirieirir*iricicici:ieicicicsYie*ic*icie*irieiciricieiriciritir**icYiriricieieirieiririciciritir*
FLOW PROCESS FROM NODE 2512.44 TO NODE 2512.44 IS CODE = 5
UPSTREAM NODE 2512.44 ELEVATION = 1059.35 (FLOW
-- -- --------------------------------------------------------------
UNSEALS IN REACH)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE
CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 42.40 36.00 .00 1059.35
2.12 5.998
DOWNSTREAM 49.60 42.00 - 1059.35
2.20 5.918
LATERAL #1 .00 .00 .00 .00
.00
LATERAL #2 .00 .00 .00 .00
.000
.00
Q5 7.20===Q5 EQUALS BASIN INPUT===
.000
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 =
.00404
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
.00246
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00325
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .003 FEET ENTRANCE LOSSES =
.109 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .176)+( .109) = .284
------------------------------------------------------------------------------
NODE 2512.44 : HGL = < 1062.467>;EGL= < 1063.025>;FLOWLINE= < 1059.350>
it 4r is **it is it it is it it it is irir �•sY it it it it ie*ic it it is it***ir it it is it it*ir is *ie it is it*** �.*ir'..•ie it is it
lr**R•ir is is*ic it *ir ir* �•-k #ic* �. ;Y
FLOW PROCESS FROM NODE 2512.44 TO NODE 2712.44 IS CODE
= 1
UPSTREAM NODE 2712.44 ELEVATION = 1060.35 (FLOW
------------------------------------------------------------------------------
SEALS IN REACH)
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 42.40 CFS PIPE DIAMETER =
36.00 INCHES
PIPE LENGTH = 200.00 FEET MANNING'S N =
.01300
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 3.12
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM PRESSURE VELOCITY SPECIFIC
PRESSURE+
CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT)
MOMENTUM(POUNDS)
.000 3.117 5.998 3.675
1205.93
121.636 3.000 5.998 3.559
------------------------------------------------------------------------------
1154.48
NORMAL DEPTH(FT) = 2.22 CRITICAL DEPTH(FT) = 2.12
ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC
PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT)
MOMENTUM(POUNDS)
121.636 3.000 5.997 3.559
1154.48
146.828 2.969 6.007 3.530
1141.67
167.310 2.938 6.027 3.502
1129.61
185.850 2.907 6.052 3.476
1118.09
Page 12
--------200_000----------2_881 6.077 3.455 1109.01
--------------------------------- ----
NODE 2712.44 : HGL = < 1063.231>;EGL= < 1063.805>;FLOWLINE= < 1060.350>
dcictt4ciriris4eirStsY�:rite'cdrdcir'ciriefrirkirir�rireYirsYiciritiY4r*ieirieYr�c4cir9riciciriciesYirkirieY�rir�rieirfe4c:t9eirirkir'cicfeir9rsY4ricic
FLOW PROCESS FROM NODE 2712.44 TO NODE 2712.44 IS CODE = 5
--UPSTREAM NODE 2712.44 ELEVATION = 1060.35 (FLOW UNSEALS IN REACH)
----------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
UPSTREAM (35.00 (136.00) (DEGREES) 5 ) E1060.3DEPTH(FT.) (FT/SEC)
51
DOWNSTREAM 42.40 36.00 - 1060.35 2.12 6.079
LATERAL #1 .00 .00 .00 .00 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 7.40===Q5 EQUALS BASIN INPUT-=
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00275
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00352
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00314
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .003 FEET ENTRANCE LOSSES = .115 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .183)+( .115) = .298
-------------------------------------
------------------------------
NODE 2712.44 : HGL = < 1063.723>;EGL= < 1064.103>;FLOWLINE= < 1060.350>
FLOW PROCESS FROM NODE 2712.44 TO NODE 2912.44 IS CODE = 1
UPSTREAM NODE 2912.44 ELEVATION = 1061.35 (FLOW SEALS IN REACH)
---------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 35.00 CFS PIPE DIAMETER = 36.00 INCHES
PIPE LENGTH = 200.00 FEET MANNING'S N = .01300
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.37
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------
--------------------------
DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 3.373 4.951 3.753 1161.82
165_881----------3_000- 4.951 3.381 997.46
--------
-----------------------------_----------------
NORMAL DEPTH(FT) = 1.92 CRITICAL DEPTH(FT) - 1.92
ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
--------------------------- -
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
165.881 3.000 4.950 3.381 997.46
182.861 2.957 4.964 3.340 979.48
198.200 2.914 4.991 3.301 962.39
200.000 2.909 4.995 3.296 960.33
------------------------------------------------
---------------------
NODE 2912.44 : HGL = < 1064.259>;EGL= < 1064.646>;FLOWLINE= < 1061.350>
::**ic*4c :: �•ic***4rf:*ir is is*ic is ir**9r*ic 4r sY is is �•.e it is 4r**it*ic ic:cir**Y'c4r**ic**ie 4r 4r it*sY�: 4t 4rk*ir is k it °k it 4c it****..
FLOW PROCESS FROM NODE 2912.44 TO NODE 2912.44 IS CODE = 5
UPSTREAM NODE 2912.44 ELEVATION = 1061.35 (FLOW UNSEALS IN REACH)
Page 13
-----------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(27.40 (236.00) (DEGR.00) E1061.35LEVATION
UPSTREAM
DEP1.69T.) (FT3.877
DOWNSTREAM 35.00 36.00 - 1061.35
1.92 4.997
LATERAL #1 .00 .00 .00 .00
.00
LATERAL #2 .00 .00 .00 .00
.000
.00
Q5 7.60===Q5 EQUALS BASIN INPUT===
.000
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 =
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
.00169
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00206
.00242
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .002 FEET ENTRANCE LOSSES =
.078 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .151)+( .078) = .228
---------------------------------------------
-------------------------
NODE 2912.44 : HGL = < 1064.641>;EGL= < 1064.875>;FLOWLINE=
< 1061.350>
FLOW PROCESS FROM NODE 2912.44 TO NODE 3112.44 IS CODE
= 1
--UPSTREAM NODE 3112.44 ELEVATION = 1062.35 (FLOW
-----------------------------------------------------------------
SEALS IN REACH)
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 27.40 CFS PIPE DIAMETER =
36.00 INCHES
PIPE LENGTH = 200.00 FEET MANNING'S N =
.01300
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.29
--------- ------------------------------
-
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
-------------------------------------
DISTANCE FROM PRESSURE VELOCITY SPECIFIC
CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT)
PRESSURE+
.000 3.291 3.876 3.525
MOMENTUM(POUNDS)
995.88
---------87_9073.000 ---------------------3_876
867.44
--------3_233
NORMAL DEPTH(FT) = 1.64 CRITICAL DEPTH(FT) = 1.69
ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
---------
------------------
-------------------------- ------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC
CONTROL(FT) (FT) (FT/SEC)
PRESSURE+
ENERGY(FT)
87.907 3.000 3.875 3.233
MOMENTUM(POUNDS)
102.684 2.948 3.890 3.183
867.44
845.21
116.654 2.895 3.918 3.134
823.77
130.210 2.843 3.954 3.086
802.97
143.473 2.791 3.997 3.039
782.78
156.509 2.738 4.047 2.993
763.19
169.359 2.686 4.103 2.948
744.22
182.053 2.634 4.165 2.903
725.88
194.609 2.581 4.234 2.860
708.21
2_-----559 4.265 2.841
200_000----------
--------
700.75
-------------------------------------------
NODE 3112.44 : HGL = < 1064.909>;EGL= < 1065.191>;FLOWLINE=
< 1062.350>
::eta:**�t�:�t�:*�:*�:**::�:***�:*:.•*x�-***�:**�•**�;*********�***********�t**�•:�*�:*****�*�:******
FLOW PROCESS FROM NODE 3112.44 TO NODE 3112.44 IS CODE
= 5
UPSTREAM NODE 3112.44 ELEVATION = 1062.35 (FLOW IS
------------------------------------------------------------------------------
SUBCRITICAL)
Page 14
CALCULATE JUNCTION LOSSES:
PIPE
FLOW
DIAMETER
ANGLE
FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT/SEC)
UPSTREAM
19.50
36.00
.00
1062.35
1.42
2.784
DOWNSTREAM
27.40
36.00
-
1062.35
1.69
4.267
LATERAL #1
.00
.00
.00
.00
.00
.000
LATERAL #2
.00
.00
.00
.00
.00
.000
Q5
7.90===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 = .00075
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00158
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00117
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .001 FEET ENTRANCE LOSSES = .057 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .131)+( .057) = .188
NODE 3112.44 : HGL = < 1065.259>;EGL= < 1065.379>;FLOWLINE= < 1062.350>
is 4: **9r �Y it is dr is it 4e Ye ie is ie is it 4r 4r'.r de ir*it it it it it Ye fe 4r it ie fc 4r ir:r ie it is is is ie k Y 4r 4e �r dr it it it it 4e ie it it ie is it it 4e ie 4r ie fr it it it 4c it �Yx is eY fc 4r
FLOW PROCESS FROM
NODE 3112.44 TO NODE
3312.44 IS CODE
= 1
UPSTREAM NODE 3312.44
ELEVATION =
1063.35 (FLOW IS
SUBCRITICAL)
CALCULATE FRICTION
-----------------------------------------------------
LOSSES(LACFCD):
PIPE FLOW =
19.50 CFS
PIPE
DIAMETER = 36.00 INCHES
PIPE LENGTH =
200.00 FEET
MANNING'S
N = .01300
------------------------------------------------------------------------------
NORMAL DEPTH(FT) =
1.34
CRITICAL
DEPTH(FT)
= 1.42
DOWNSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
2.91
----------------------------------------------------------------------
GRADUALLY VARIED FLOW PROFILE
------------------------------------------------------------------------------
COMPUTED INFORMATION:
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
2.909
2.783
3.029
726.70
13.456
2.849
2.811
2.972
701.79
26.748
2.789
2.846
2.915
677.43
39.915
2.730
2.887
2.859
653.63
52.979
2.670
2.933
2.804
630.44
65.956
2.610
2.986
2.749
607.87
78.854
2.551
3.044
2.694
585.96
91.682
2.491
3.107
2.641
564.75
104.442
2.431
3.177
2.588
544.26
117.137
2.371
3.253
2.536
524.53
129.766
2.312
3.335
2.485
505.60
142.328
2.252
3.425
2.434
487.49
154.817
2.192
3.522
2.385
470.25
167.228
2.133
3.627
2.337
453.91
179.552
2.073
3.742
2.290
438.50
191.774
2.013
3.865
2.245
424.09
200.000
------------------------------------------------------------------------------
1.973
3.956
2.216
414.87
NODE 3312.44 : HGL = < 1065.323>;EGL= <
1065.566>;FLOWLINE= < 1063.350>
4rR•.'e*.4::r fe ie*ic::ir*sF�:*4eY:*k4r ie ie �r is zY ie icic Yr 4r it it 4t*ir it ie it it �r is ie 4r it R-sY 4e 's4c*k ft it*sti*4t*4ci:'e*:c Yc 4r Yt is Y*�•4c :e it 4r �•*ic
FLOW PROCESS FROM NODE 3312.44 TO NODE 3312.44 IS CODE = 8
UPSTREAM NODE 3312.44 ELEVATION = 1063.35 (FLOW IS SUBCRITICAL)
------------------------------------------------------------------------------
CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD):
PIPE FLOW = 19.50 CFS PIPE DIAMETER = 36.00 INCHES
FLOW VELOCITY = 3.96 FEET/SEC. VELOCITY HEAD = .243 FEET
Page 15
CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .243) = .049
----------------------------------------------------------------------------
NODE 3312.44 : HGL = < 1065.614>;EGL= < 1065.614>;FLOWLINE= < 1063.350>
:ricirYricieirsYiricirsY4r3rirsYiriririe�tie4rirfrir�tir4r4t4rir�cieirdrir4rJtirtiie�c49ricirtrsYicicYfcie4rYirieirirsYieYfrkkir4e4r�rxirie4r4r4tieir
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 3312.44 FLOWLINE ELEVATION = 1063.35
ASSUMED UPSTREAM CONTROL HGL = 1064.77 FOR DOWNSTREAM RUN ANALYSIS
END OF GRADUALLY VARIED FLOW ANALYSIS
Page 16
Technical Appendix L
25-Year Hydraulic Analysis
it it it it it is it irit iriric ie is ie ie ie it it ie it it it it is it ie is is is ie is is ie it it ie it is it ie is is it it it is it it is ie it it it it it it it it it is is it it it it is is is sic fc is it is is is it is
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
it it ie it is is is is it«•ie *ic it it ie it ie is it ie it ie it it it DESCRIPTION OF STUDY 'Y**i`ie it is ie it ie ie ie is is it it it it ie irir it ie it ie is
* SIERRA BUSINESS PARK
SIERRA AVENUE / SLOVER AVENUE STORM DRAIN it
* 25-YEAR HYDRAULIC ANALYSIS it
is is*ir is 4r it ie it it*ic is is R•ic ie ie is*ic is*ie it is is it ie xic ir�lc is it ir'.cie sY is*ir is k it is ie it is is is fe it ir'.e is is ie it it is is ie is it***ic it it it*ir
------------------------------------------------------------------------------
FILE NAME: SBPMA025.HGL
TIME/DATE OF STUDY: 8:12 6/17/2004
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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- 11.82* 36738.25 4.43 19316.20
1
FRICTION
5262.77-
10.93*
33198.99
3.98
20820.43
1
FRICTION+BEND
5347.58-
10.78*
32608.66
3.81
21602.60
1
FRICTION
5355.57-
10.75*
32501.05
3.80
21686.76 -
1
JUNCTION
2252.33-
8.66*
24599.28
5.80
DC
19305.12
1
FRICTION
2736.17-
8.79*
24954.72
5.80
DC
19305.12
1
JUNCTION
2740.83-
9.12*
24572.52
5.62
DC
17709.84
1
FRICTION
3121.17-
9.04*
24337.12
5.62
DC
17709.84
1
JUNCTION
3125.83-
9.04*
24330.37
5.62
DC
17709.84
1
FRICTION
3565.58-
8.94*
24051.13
5.62
DC
17709.84
1
JUNCTION
3582.33-
9.71*
23471.05
4.18
15100.35
1
FRICTION
3590.58-
9.71*
23450.08
4.15
15152.73
1
JUNCTION
3607.33-
7.67*
9635.42
2.07
8861.13
1
FRICTION
1 HYDRAULIC
JUMP
3787.69-
3.87*Dc
5746.38
3.87*DC
5746.39
1
JUNCTION
3794.35-
4.70*
5722.49
3.13
5580.68
1
FRICTION
1 HYDRAULIC JUMP
4247.67-
3.77 DC
5322.83
2.70*
6133.59
1
JUNCTION
4252.33-
3.82 DC
5610.75
3.38*
5732.73
Page 1
}
FRICTION
4459.70-
3.82*DC
5610.75
3.82*DC
5610.75
}
JUNCTION
4459.70-
5.04*
5236.48
2.89
4481.55
}
FRICTION
} HYDRAULIC
JUMP
4719.80-
3.50 DC
4260.43
2.90*
4473.95
}
JUNCTION
4724.46-
3.50 DC
4260.43
2.92*
4458.09
}
FRICTION
4974.99-
3.50*DC
4260.43
3.50*DC
4260.43
}
JUNCTION
4974.99-
4.63*
3818.66
2.40
3239.34
}
FRICTION
} HYDRAULIC
JUMP
5219.37-
3.08 DC
2978.43
2.15*
3519.56
}
JUNCTION
5227.28-
3.17 DC
3126.47
2.58*
3302.66
}
FRICTION
5300.00-
3.16 DC
3126.45
2.58*
3302.48
}
JUNCTION
5300.00-
3.29
3133.71
2.57*
3312.22
}
FRICTION
5574.44-
3.16 DC
3126.45
2.28*
3584.53
}
FRICTION+BEND
5602.48-
3.16 DC
3126.45
2.23*
3652.22
}
JUNCTION
5607.14-
3.16*DC
3385.03
3.16*DC
3385.03
}
FRICTION+BEND
5748.25-
3.31*
3398.08
3.16 DC
3385.03
}
FRICTION
5895.25-
3.43*
3426.66
3.16 DC
3385.06
}
JUNCTION
5895.25-
3.46*
3437.86
3.16 DC
3385.03
}
FRICTION
5947.67-
3.66*
3556.78
3.16 DC
3385.03
}
JUNCTION
5952.33-
4.48*
3478.40
3.00 DC
2774.54
}
FRICTION
6132.50-
4.60*
3546.43
3.01 DC
2774.47
}
JUNCTION
6132.50-
4.61*
3551.84
2.95
2776.42
}
FRICTION
6270.81-
4.69*
3603.55
2.60
2859.51
}
FRICTION+BEND
6285.81-
4.68*
3598.11
3.01 DC
2774.47
}
JUNCTION
6285.81-
4.69*
3603.52
3.02 DC
2774.44
}
FRICTION+BEND
6343.04-
5.21*
3915.72
3.02 DC
2774.44
}
FRICTION
6358.16-
5.29*
3961.52
3.02 DC
2774.44
}
JUNCTION
6362.83-
5.85*
3936.30
2.88 DC
2370.57
}
FRICTION
6763.18-
7.15*
4713.17
2.88 DC
2370.57
}
JUNCTION
6773.18-
8.26*
4232.68
1.97 DC
854.54
}
FRICTION
6884.95-
7.99*
4069.47
1.97 DC
854.54
}
JUNCTION
6884.95-
8.01*
4070.40
1.95 DC
827.88
}
FRICTION
7143.95-
7.37*
3682.05
1.95 DC
827.88
}
JUNCTION
7149.45-
7.45*
3667.17
1.74
719.70
}
FRICTION
Page
2
7239.93-
7.11*
3463.12
1.74
719.87
1
FRICTION+BEND
7315.36-
6.85*
3312.71
1.84 DC
716.40
1
JUNCTION
7315.36-
6.91*
3311.92
1.67
655.79
1
FRICTION+BEND
7348.91-
6.80*
3244.03
1.77 Dc
652.53
1
JUNCTION
7348.91-
6.84*
3242.79
1.62
598.69
1
FRICTION+BEND
7373.43-
6.76*
3194.09
1.64
597.61
1
FRICTION
7387.93-
6.70*
3160.08
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.
it * it it it it it it it it it it it it it ie is is it * it it ie is it it it is it it is is is it it is it it it it it it ie is it it it it it ie it it it it it it is it sY it it it is it is it it is it it it is st irir it it is
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 4997.86 FLOWLINE ELEVATION = 1030.88
PIPE FLOW = 502.12 CFS PIPE DIAMETER = 108.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 1042.700
------------------------------------------------------------------
NODE 4997.86 : HGL = < 1042. 700>; EGL= < 1043. 667>; FLOWLINE= < 1030.880>
k is * it it it is is * * is is it it is Y it is it it it it is ie it it it it irit it it it is it it it it it is °k it it # is it is is it it it it it ilir it it is ie sY it it is it it it it it it it it i:* ie is it it ie
FLOW PROCESS FROM NODE 4997.86 TO NODE 5262.77 IS CODE = 1
UPSTREAM NODE 5262.77 ELEVATION = 1032.20 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 502.12 CFS PIPE DIAMETER = 108.00 INCHES
PIPE LENGTH = 264.91 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 502.12)/( 12485.280))**2 = .00162
HF=L*SF = ( 264.91)*( .00162) = .428
---------------------------------------------------------------
NODE 5262.77 : HGL = < 1043.128>;EGL= < 1044.096>;FLOWLINE= < 1032.200>
it it i:*it it it it it ie it it*ir it it is is*i:i: it it is k it is it**ir ie is it is ie it it is is it is it°k is it it it it it it it is it it k*it it it is it is it it it it it is it is it it it it it *ie
FLOW PROCESS FROM NODE 5262.77 TO NODE 5347.58 IS CODE = 3
-- -
UPSTREAMNODE5347.58 ELEVATION = 1032.63 (FLOW IS UNDER PRESSURE)
--------------------------------------------------------------
CALCULATE PIPE -BEND LOSSES(OCEMA):
PIPE FLOW = 502.12 CFS PIPE DIAMETER = 108.00 INCHES
CENTRAL ANGLE = 32.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 84.81 FEET BEND COEFFICIENT(KB) = .14907
FLOW VELOCITY = 7.89 FEET/SEC. VELOCITY HEAD = .967 FEET
HB=KB*(VELOCITY HEAD) = ( 149)*( .967) = .144
SF=(Q/K)**2 = (( 502.12)/( 12485.850))**2 = .00162
HF=L*SF = ( 84.81)*( .00162) = .137
TOTAL HEAD LOSSES = HB + HF = ( .144)+( .137) _ .281
---------------------------------------------
NODE 5347.58 : HGL = < 1043.410>;EGL= < 1044.377>;FLOWLINE= < 1032.630>
iri:*ic irir it i:*ir is is it it i::ric*iri:*ic id it*�'it fr 4c**ir*ir*ic ir:Y°k is ir*it ir.;*�ir it it is it*ir:r it it it it*i: *Y it it**ir is is it*ic is it is it it
FLOW PROCESS FROM NODE 5347.58 TO NODE 5355.57 IS CODE = 1
UPSTREAM NODE 5355.57 ELEVATION = 1032.67 (FLOW IS UNDER PRESSURE)
--
----------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 502.12 CFS PIPE DIAMETER = 108.00 INCHES
PIPE LENGTH = 7.99 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 502.12)/( 12536.640))**2 = .00160
HF=L*SF = ( 7.99)*( .00160) = .013
Page 3
NODE 5355.57
: HGL = <
1043.423>;EGL= < 1044.390>;FLOWLINE= < 1032.670>
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is it k Yr it dr is is k*Y it 4r it fr ie it ie 4c it ie is it sY 4t dr s4 ie fi it 4r it it it it:'c k 4r it ie Y is 4r Yr*ir it it do 9t it
4t it irie ie it ie it 4c sY it it
FLOW PROCESS
FROM NODE
2247.67 TO NODE 2252.33 IS CODE = 5
UPSTREAM NODE
-- --------------------------------------------------------------------
2252.33
ELEVATION = 1033.77 (FLOW IS UNDER
PRESSURE)
CALCULATE JUNCTION LOSSES:
PIPE
FLOW
DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS)
(INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT/SEC)
UPSTREAM
502.12
90.00 .00 1033.77 5.80
11.366
DOWNSTREAM
502.12
108.00 - 1032.67 5.52
7.893
LATERAL #1
.00
.00 .00 .00 .00
LATERAL #2
.00
.00 .00 .00 .00
.000
Q5
.00===Q5 EQUALS BASIN INPUT===
.000
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Ql*Vl*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00428
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00162
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00295
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .014 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .047)+( .000) = .047
NODE 2252.33 : HGL = < 1042.432>;EGL= < 1044.437>;FLOWLINE= < 1033.770>
*ir it sY*:rit:rir:t*it ir:c it 4r is*4t is do ie it it �Y it ie it 4t 4t it it it Yt it 4c ie it 4r*ie ir$t sY ie eY is ie 4c is is it k it is it �'r is is it it is is it fr *:r it it is it ic'.c it it 3c :c it
FLOW PROCESS
FROM NODE 2252.33 TO NODE 2736.17 IS CODE = 1
UPSTREAMNODE2736.17
-- -
ELEVATION = 1035.71 (FLOW IS UNDER
-- ----------------------------------------------------------
PRESSURE)
CALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
502.12 CFS PIPE DIAMETER = 90.00 INCHES
PIPE LENGTH =
483.84 FEET MANNING'S N = .01300
SF=(Q/K)**2 =
(( 502.12)/( 7678.587))**2 = .00428
HF=L*SF = (
-------------------------------------------------------------------
483.84)*( .00428) = 2.069
NODE 2736.17
: HGL = < 1044.500>;EGL= < 1046.506>;FLOWLINE= < 1035.710>
't:ri:'.•it*4: it it i:Yr:cir:e is
it it is it*i<it 4c is*ir is fr is is it it*i: is 4c st it it*ie it 4c ie*ir it �•it �r is k:t 4r ie 4c*:t*:e4t*:c it it it
eY is is 4i do is is $r it ie ir'c
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)
UPSTREAM
471.60 90.00 .00 1035.72 5.62
10.675
DOWNSTREAM
502.12 90.00 - 1035.71 5.80
11.366
LATERAL #1
30.52 24.00 45.00 1038.77 1.87
9.715
LATERAL #2
.00 .00 .00 .00 .00
Q5
.00===Q5 EQUALS BASIN INPUT===
.000
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 = .00377
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00428
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00402
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .019 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .108)+( .000) = .108
--------------------------------------------------------------------
NODE 2740.83 : HGL = < 1044.845>;EGL= < 1046.614>;FLOWLINE= < 1035.720>
Page 4
is * it it Ye it it it 9e it it Yr Yr * it it it it ie is * it ie itie it ie ie irYe * * it Yr * Ye it it ieYr it it ie Ye is it is Ye Yi* * * * ieYt is Ye irYr YrYc ie Yc Ye it ie *. it ie * it *Ye it Ye it i�Ye
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 = 471.60 CFS PIPE DIAMETER = 90.00 INCHES
PIPE LENGTH = 380.34 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 471.60)/( 7678.897))**2 = .00377
HF=L*SF = ( 380.34)*( .00377) = 1.435
----------------------------------------
-------------------------
NODE 3121.17 : HGL = < 1046.279>;EGL= < 1048.049>;FLOWLINE= < 1037.240>
�'i:ir*ir is*ir it Y:i:ir**ic**Y:it**.**.ie it*it Yt it*ir it is is it Ye it is it it it Yt it it is ie is it it it Ye***ir it it**i: it******irYt*i: *ir it it it*it
FLOW PROCESS FROM NODE 3121.17 TO NODE 3125.83 IS CODE = 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 471.60 90.00 .00 1037.26 5.62 10.675
DOWNSTREAM 471.60 90.00 - 1037.24 5.62 10.675
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(DELTAl)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00377
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00377
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00377
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .018 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .018)+( .000) = .018
------------------------------
--------------------------------------
NODE 3125.83 : HGL = < 1046.297>;EGL= < 1048.066>;FLOWLINE= < 1037.260>
*i:*�•'k is*ir :: isitY:iei:ir*ir**Y:it*iri.•ir*it**ie it:k*�•ic***it it is ir***Y: it*ic itie*it is**ic�•Yt it*°k it irYr*ie*ir ic�•ir it is*iris �-
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 = 471.60 CFS PIPE DIAMETER = 90.00 INCHES
PIPE LENGTH = 439.75 FEET MANNING'S N = .01300
SF=(Q/K)**2 = CC 471.60)/( 7678.810))**2 = .00377
HF=L*SF = ( 439.75)*( .00377) = 1.659
-------------------------------
-------------------------------------
NODE 3565.58 HGL = < 1047.956>;EGL= < 1049.725>;FLOWLINE= < 1039.020>
�:ir�•*X**ic it ic?c�•Y;*ic*i: ie �k*it****ic*it*Yr it it it**ir is ie ie**it Yr is *Yr is**it it Yr *ic is Yc*it it is �•ic*it**ir it*ic*ic it*ir it is it
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
UPSTREAM 400.26 (190.00) (DEGREES)
E1039.09N DEP5.18T.) (FT/SEC)
.060
DOWNSTREAM 471.60 90.00 - 1039.02 5.62 10.675
LATERAL #1 71.34 54.00 30.00 1040.55 2.46 4.486
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 .00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
Page 5
DY=(Q2*V2-Q1*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00272
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00377
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00324
JUNCTION LENGTH = 16.75 FEET
FRICTION LOSSES = .054 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .354)+( .000) = .354
-----------------------------------------------------
NODE 3582.33 : HGL = < 1048.805>;EGL= < 1050.079>;FLOWLINE= < 1039.090>
* is it is it is it it it is it *. it it is it it it it it is it is is itieic it it is is it it it is is it is ie * it it it it is it ie iric it it is it is is ie ie is * * * * *. * * * is is it is it is ie is it it it it
FLOW PROCESS FROM NODE 3582.33 TO NODE 3590.58 IS CODE = 1
UPSTREAM NODE 3590.58 ELEVATION = 1039.12 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 400.26 CFS PIPE DIAMETER = 90.00 INCHES
PIPE LENGTH = 8.25 FEET MANNING'S N = .01300
SF=(Q/K)**2 = (( 400.26)/( 7671.058))**2 = .00272
HF=L*SF = ( 8.25)*( .00272) = .022
---------------------------------------------------
----------------
NODE 3590.58 : HGL = < 1048.827>;EGL= < 1050.102>;FLOWLINE= < 1039.120>
ip it it it it it is it is it is is is it it it it it it * it it is is it it is it ie is * it it is is it it it is ie is it it is iric is is *. it it is is it it it it it is sY it it it it is itic it it is it it it it it ie it it
FLOW PROCESS FROM NODE 3590.58 TO NODE 3607.33 IS CODE = 5
--UPSTREAM NODE 3607.33 ELEVATION = 1041.68 (FLOW IS UNDER PRESSURE)
--------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 182.82 60.00 .00 1041.68 3.87 9.311
DOWNSTREAM 400.26 90.00 - 1039.12 5.18 9.060
LATERAL #1 217.64 72.00 30.00 1039.90 4.04 7.697
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))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00493
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00272
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00382
JUNCTION LENGTH = 16.75 FEET
FRICTION LOSSES = .064 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .596)+( .000) = .596
------------------------------------------------
------------------
NODE 3607.33 : HGL = < 1049.352>;EGL= < 1050.698>;FLOWLINE= < 1041.680>
ic„•*..::i:*ic�•i:**�•i:*i:*i•**ir it is it it**it*******it*.ic is irti•*iti:i.•*�-it it �•�-ie*i:ir:.c**ici;•&*:4 is *it i:#ic*:k *ir it :: i.-*i:.
FLOW PROCESS FROM NODE 3607.33 TO NODE 3787.69 IS CODE = 1
UPSTREAM NODE 3787.69 ELEVATION = 1051.41 (HYDRAULIC JUMP OCCURS)
---------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 182.82 CFS PIPE DIAMETER 60.00 INCHES
PIPE LENGTH = 180.36 FEET MANNING'S N = .01300
---------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
----------------------------------------------_-----
------------
NORMAL DEPTH(FT) = 1.89 CRITICAL DEPTH(FT) 3.87
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 3.87
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
Page 6
------------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
3.867
11.217
5.822
5746.39
.081
3.787
11.454
5.826
5750.31
.318
3.708
11.705
5.837
5761.50
.729
3.629
11.974
5.857
5780.36
1.333
3.550
12.261
5.885
5807.29
2.156
3.470
12.566
5.924
5842.75
3.224
3.391
12.892
5.973
5887.26
4.571
3.312
13.240
6.035
5941.38
6.237
3.233
13.612
6.111
6005.74
8.270
3.153
14.009
6.202
6081.06
10.728
3.074
14.434
6.311
6168.09
13.681
2.995
14.889
6.439
6267.74
17.217
2.916
15.377
6.589
6380.97
21.447
2.836
15.901
6.765
6508.90
26.512
2.757
16.465
6.969
6652.77
32.593
2.678
17.072
7.206
6814.01
39.935
2.599
17.727
7.481
6994.22
48.867
2.519
18.435
7.800
7195.24
59.858
2.440
19.203
8.169
7419.20
73.595
2.361
20.036
8.598
7668.50
91.148
2.281
20.944
9.097
7945.98
114.319
2.202
21.935
9.678
8254.89
146.489
2.123
23.019
10.356
8599.06
180.360
------------------------------------------------------------------------------
2.068
23.834
10.894
8861.13
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
DOWNSTREAM CONTROL
ASSUMED PRESSURE HEAD(FT) = 7.67
PRESSURE FLOW PROFILE COMPUTED
INFORMATION:
-----------------------------------------------------------
DISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
7.672
9.311
9.018
9635.42
54.506
5.000
9.311
6.346
6361.78
ASSUMED DOWNSTREAM
PRESSURE HEAD(FT) =
5.00
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT/SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
54.506
5.000
9.308
6.346
6361.78
55.346
4.955
9.322
6.305
6311.28
56.114
4.910
9.34E
6.267
6264.88
56.837
4.865
9.378
6.231
6221.25
57.522
4.819
9.417
6.197
6179.96
58.175
4.774
9.460
6.165
6140.79
58.798
4.729
9.508
6.134
6103.59
59.392
4.684
9.561
6.104
6068.28
59.959
4.639
9.618
6.076
6034.81
60.498
4.594
9.679
6.049
6003.13
61.011
4.548
9.745
6.024
5973.23
61.497
4.503
9.814
6.000
5945.10
61.956
4.458
9.887
5.977
5918.73
62.388
4.413
9.964
5.956
5894.14
62.792
4.368
10.045
5.936
5871.34
63.168
4.323
10.130
5.917
5850.34
63.514
4.277
10.219
5.900
5831.17
63.830
4.232
10.311
5.884
5813.85
64.115
4.187
10.408
5.870
5798.41
64.367
4.142
10.509
5.858
5784.90
Page 7
64.585 4.097 10.614 5.847 5773.33
64.768 4.052 10.723 5.838 5763.77
64.913 4.006 10.837 5.831 5756.24
65.020 3.961 10.955 5.826 5750.80
65.085 3.916 11.077 5.823 5747.50
65.108 3.871 11.205 5.822 5746.38
180_360 3.871 11.205 5.822 5746.38
--------
--- ---END OF HYDRAULIC JUMP ANALYSIS------------------------
PRESSURE+MOMENTUM BALANCE OCCURS AT 14.80 FEET UPSTREAM OF NODE 3607.33
DOWNSTREAM DEPTH = 6.946 FEET, UPSTREAM CONJUGATE DEPTH = 2.092 FEET
-------
---------------------------------------- -------------------------
NODE 3787.69 : HGL = < 1055.277>;EGL= < 1057.232>;FLOWLINE= < 1051.410>
it it is is is is it ie ir',r is it ie it**i:isi:*it ie is it ie is it is is ie is it is*ic it is is it is is itit*ie is ie ie sY it sY is ie is it it it ie ie it****it it is it icx****i; is is it
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)
---------------------------------------------- --- --------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
UPSTREAM 172.93 (260.00) (DEGREES)
E1051.48N DEPTH(FT.) (FT/SEC)
.032
DOWNSTREAM 182.82 60.00 - 1051.41 3.87 11.208
LATERAL #1 6.24 24.00 45.00 1052.86 .88 1.986
LATERAL #2 3.65 21.00 85.00 1053.17 .70 1.517
Q5 .00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Ql*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00381
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00552
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00466
JUNCTION LENGTH = 6.66 FEET
FRICTION LOSSES = .031 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .212)+( .000) = .212
---------------------------------------------
----------------------
NODE 3794.35 : HGL = < 1056.177>;EGL= < 1057.444>;FLOWLINE= < 1051.480>
is **i: *it is*ir it is is it*:t**ic k it it is#*ic i�ie icic it itic**ir it it it it it it ir**ic it is is ie is ic'.r is it it it it is is itit*it it***R-ir*it it it is it �•i: *
FLOW PROCESS FROM NODE 3794.35 TO NODE 4247.67 IS CODE = 1
UPSTREAM NODE 4247.67 ELEVATION = 1055.28 (HYDRAULIC JUMP OCCURS)
--------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 172.93 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 453.32 FEET MANNING'S N = .01300
-----------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
-----------------------------------------------
NORMAL DEPTH(FT) = 3.16 CRITICAL DEPTH(FT) = 3.77
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.70
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 2.702 15.971 6.665 6133.59
9.322 2.720 15.838 6.617 6101.44
18.864 2.738 15.707 6.572 6070.16
28.646 2.756 15.579 6.527 6039.73
38.691 2.774 15.453 6.485 6010.13
49.025 2.793 15.329 6.444 5981.34
59.678 2.811 15.207 6.404 5953.36
70.685 2.829 15.087 6.366 5926.15
Page 8
82.087
93.934
2.847
2.866
14.970
14.854
6.329
5899.72
106.282
2.884
14.740
6.294
6.259
5874.04
5849.10
119.203
132.781
2.902
2.920
14.628
14.517
6.226
5824.89
147.124
2.938
14.409
6.195
6.164
5801.39
5778.59
162.365
178.675
2.957
2.975
14.302
14.197
6.135
5756.48
196.284
2.993
14.094
6.106
6.079
5735.05
5714.28
215.496
236.744
3.011
3.029
13.992
13.892
6.053
5694.17
260.658
3.048
13.793
6.028
6.004
5674.69
5655.85
288.217
321.059
3.066
3.084
13.696
13.601
5.980
5637.63
362.258
3.102
13.507
5.958
5.937
5620.02
5603.00
418.716
3203_127
3.120
13.414
13.380
5.916
5586.58
-453_-_--------
--------------------------------------------
5.909
5580.68
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
-------------------------------------------------------
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT)
___________________________
= 4.70
GRADUALLY VARIED FLOW
-- ------------
PROFILE
-------
---------------------------------
COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH
CONTROL(FT) (FT)
----------------
VELOCITY
(FT/SEC)
---- -------------------
SPECIFIC
__
PRESSURE+
.000
4.697
9.029
ENERGY(FT) MOMENTUM(POUNDS)
5.964
5.472
4.660
9.072
5.939
5722.49
5692.67
10.769
15.901
4.623
4.586
9.118
9.166
5.915
5663.97
20.871
4.549
9.217
5.891
5.869
5636.38
5609.88
25.685
30.343
4.512
4.474
9.271
9.327
5.847
5584.49
34.847
4.437
9.385
5.826
5.806
5560.19
5536.99
39.196
43.389
4.400
4.363
9.447
9.510
5.787
5514.90
47.422
4.326
9.576
5.768
5.751
5493.92
5474.06
51.291
54.992
4.289
4.251
9.645
9.716
5.734
5455.35
58.519
4.214
9.789
5.718
5.703
5437.78
5421.38
61.862
65.013
4.177
4.140
9.866
9.945
5.689
5406.15
67.962
4.103
10.026
5.677
5.665
5392.13
5379.33
70.696
73.200
4.066
4.029
10.110
10.197
5.654
5.644
5367.77
75.457
3.991
10.287
5.636
5357.47
5348.46
77.449
79.151
3.954
3.917
10.380
10.476
5.628
5340.75
80.538
3.880
10.574
5.622
5.617
5334.38
5329.37
81.578
82.235
3.843
3.806
10.676
10.781
5.614
5325.76
82.465
3.768
10.889
5.612
5.611
5323.57
5322.83
-----'
3.768
10.889
5.611
5322.83
--453_320------ ---END OF HYDRAULIC JUMP ANALYSIS---------------- _
PRESSURE+MOMENTUM BALANCE
OCCURS
------- DEPTH = 4.512
----------------------------------
AT 25.58 FEET UPSTREAM OF
FEET, UPSTREAM CONJUGATE DEPTH
NODE 3794.35
= 3.122 FEET
NODE 4247.67 : HGL = <
1057.982>;EGL=
<
--------------------------------
1061.945>;FLOWLINE= <
1055.280>
#;; ;':„ �f:': it 4c�B:'ci:Yr':'c'.:iri:�4: is ir-k it
e; is kic'r 4e�4r
it 4r k it 4c 4r ir�ie:���r:rir*ir
fc i:fc-.r:r:c�ir Yt 4c it:::s is it
Yt�ir is it d: it is k::it ir':�
FLOW PROCESS FROM NODE
4247.67
TO NODE
4252.33 IS CODE = 5
UPSTREAM NODE 4252.33
-------------------------------
ELEVATION = 1055.83
(FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW
DIAMETER
ANGLE
FLOWLINE CRITICAL
VELOCITY
Page 9
UPSTREAM
172.93 (254.00) (DEGREES) E1055.83N
DEPTH(.) (F13.497
DOWNSTREAM
172.93 60.00
- 1055.28
3.77
LATERAL #1
.00 .00
.00 .00
15.976
.00
LATERAL #2
Q5
.00 .00
.00 .00
.000
.00 .000
.00===Q5 EQUALS BASIN
INPUT===
LACFCD AND OCEMA
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
FLOW JUNCTION FORMULAE USED:
4irCOSMANNING)S/N(A1+A01300;1)FRICTIONN
LOSS
UPSTREAM:
SLOPE ES
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE=
.00927
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS
.01361
JUNCTION LENGTH
= 4.66 FEET
.01144
FRICTION LOSSES
-JUNCTION LOSSES
= .053 FEET ENTRANCE LOSSES
= (DY+HVl-HV2)+(ENTRANCE LOSSES)
= .000 FEET
JUNCTION LOSSES
--------------------------
= ( .094)+( .000) =
.094
------------------------------------------
NODE 4252.33 : HGL = < 1059.209>;EGL=
< 1062.038>;FLOWLINE= < 1055.830>
k kirk irkkkkkkkkir ick irkkkkkiekkkkkkirkkkkirkkkic k irkkkkkkkkkkie 4tkkk; kkkkkkkkkk*kkkkkickkkk
FLOW PROCESS FROM NODE 4252.33 TO NODE 4459.70 IS CODE = 1
--UPSTREAM-NODE- 4459.70 ELEVATION =
------------------------ --------------------------------------
1057.80 (FLOW
IS SUPERCRITICAL)
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW =
PIPE LENGTH =
172.93 CFS
207.37 FEET
PIPE DIAMETER =
MANNING'S
54.00 INCHES
--------------------------------------
N =
.01300
NORMAL DEPTH(FT)
----------------------------------------------------------------------------
= 3.34
CRITICAL DEPTH(FT) = 3.82
UPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
-----------------------------
3.82
-
GRADUALLY VARIED
------------
FLOW PROFILE COMPUTED
-
INFORMATION:
DISTANCE FROM
CONTROL(FT)
----------------
FLOW DEPTH VELOCITY
(FT) (FT/SEC)
-
- ----------------------------------
SPECIFIC
PRESSURE+
.000
3.823 12.003
ENERGY(FT)
6.062
MOMENTUM(POUNDS)
.108
3.804 12.055
6.062
5610.75
5610.97
.444
1.023
3.785 12.108
3.766 12.162
6.063
6.064
5611.60
1.866
3.747 12.217
6.066
5612.66
5614.16
2.995
4.437
3.728 12.273
3.708 12.330
6.068
6.071
5616.09
6.224
3.689 12.388
6.074
5618.46
5621.27
8.391
10.982
3.670 12.448
3.651 12.508
6.078
5624.54
14.048
3.632 12.570
6.082
6.087
5628.25
5632.42
17.654
21.876
3.613 12.632
3,.593 12.696
6.092
5637.06
26.810
3.574 12.761
6.098
6.105
5642.16
5647.73
32.578
39.335
3.555 12.828
3.536 12.895
6.112
6.120
5653.79
47.288
3.517 12.964
6.128
5660.32
5667.35
56.716
68.011
3.498 13.033
3.479 13.105
6.137
5674.87
81.746
3.459 13.177
6.147
6.157
5682.89
5691.43
98.812
120.701
3.440 13.251
3.421 13.325
6.168
5700.48
150.210
3.402 13.402
6.180
6.193
5710.05
5720.15
193.626
3703_379-
3.383 13.479
13.493
6.206
5730.78
--------207_----------
--------------------------
6.208
5732.73
NODE 4459.70 : HGL = < 1061.623>;EGL= <
----------------------
1063.862>;FLOWLINE= < 1057.800>
isi:i;kit it irk itkk �•kkitk kkkkkki.•kkkkkkkkkkkitk
kicirkkkkkkkkirkkkit
irkkkickkkkkkkkkkiti:kkkkkk'.t is it
Page 10
FLOW PROCESS FROM NODE 4459.70 TO NODE 4459.70 IS CODE = 5
4459.70
--UPSTREAM-NODE-
--------------------------
ELEVATION = 1057.80 (FLOW IS AT CRITICAL DEPTH)
------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE
FLOW DIAMETER ANGLE FLOWLINE
(CFS) (INCHES) (DEGREES) ELEVATION
CRITICAL VELOCITY
UPSTREAM
142.21 54.00 .00 1057.80
DEPTH(FT.) (FT/SEC)
3.50
DOWNSTREAM
LATERAL #1
172.93 54.00 1057.80
30.72 24.00
8.941
3.82 12.007
LATERAL #2
45.00 1057.80
.00 .00
1.87 9.778
Q5
.00 .00
.00===Q5 EQUALS BASIN INPUT==--
.00 .000
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS (DELTA3)-
Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
DOWNSTREAM: MANNING'S N = FRICTION
.00523
.01300; SLOPE =
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS
.00729
JUNCTION LENGTH
.00626
= 1.00 FEET
FRICTION LOSSES
JUNCTION LOSSES
= .006 FEET ENTRANCE LOSSES
= (DY+HV1-HV2)+(ENTRANCE
= .000 FEET
--JUNCTION LOSSES
-----------
LOSSES)
= (--_223)+( .000) = .223
NODE 4459.70 :
------- _ ____
------------------------
HGL = < 1062.844>;EGL= < 1064.085>;FLOWLINE= < 1057.800>
FLOW PROCESS FROM NODE 4459.70 TO NODE 4719.80 IS CODE = 1
NODE 4719.80
--UPSTREAM ELEVATION = 1060.27 (HYDRAULIC JUMP OCCURS)
-------------------- ------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW =
PIPE LENGTH =
142.21 CFS PIPE DIAMETER =
260.10 FEET
54.00 INCHES
---------------------------
MANNING'S N =
.01300
--HYDRAULIC-JUMP_-DOWNSTREAM
RUN ANALYSIS RESULTS
----------------------------------------------------
NORMAL DEPTH(FT)
-
= 2.89 - ------
CRITICAL DEPTH(FT) 3.50
UPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) 2.90
--GRADUALLY VARIED
-------------
FLOW PROFILE COMPUTED INFORMATION:
-----------------------
DISTANCE FROM
CONTROL(FT)
FLOW DEPTH VELOCITY SPECIFIC
(FT) (FT/SEC) ENERGY(FT)
PRESSURE+
.000
2.898 13.133 5.577
MOMENTUM(POUNDS)
4.909
10.031
2.897 13.135 5.578
4473.95
4474.29
1S.385
2.897 13.137 5.578
2.896 13.140 5.579
4474.64
20.992
26.877
2.896 13.142 5.579
4474.98
4475.32
33.068
2.895 13.144 5.580
2.895 13.147 5.580
4475.66
39.600
46.509
2.894 13.149 5.581
4476.01
4476.35
53.844
2.894 13.151 5.581
2.894 13.154 5.582
4476.69
61.657
70.017
2.893 13.156 5.582
4477.04
4477.38
79.002
2.893 13.158 5.583
2.892 13.161 5.583
4477.73
88.714
99.280
2.892 13.163 5.584
4478.07
4478.42
110.862
2.891 13.165 5.584
2.891 13.168 5.585
4478.76
123.675
138.011
2.890 13.170 5.585
4479.11
4479.45
154.275
2.890 13.172 5.586
2.890 13.175
4479.80
173.065
5.586
2.889 13.177 5.587
4480.15
4480.49
195.305
222.544
2.889 13.179 5.587
2.888 13.182
4480.84
5.588
4481.19
Page 11
257.694
2.888
2.888
13.184
13.184
5.589
4481.54
--------260.100
----------------------------------
5.589
4481.55
----------------------------------
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 5.04
PRESSURE FLOW
------------------------------
PROFILE COMPUTED
INFORMATION:
DISTANCE FROM
CONTROL(FT)
PRESSURE
HEAD(FT)
VELOCITY
(FT/SEC)
SPECIFIC
______
- PRESSURE+
.000
5.043
8.942
ENERGY(FT)
6.285
MOMENTUM(POUNDS)
127.372
4.500
8.942
5.741
5236.48
4697.16
ASSUMED DOWNSTREAM PRESSURE HEAD(FT) =
4.50
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
-------------
DISTANCE FROM
CONTROL(FT)
----------------------
FLOW DEPTH
(FT)
VELOCITY
(FT/SEC)
SPECIFIC
PRESSURE+
127.372
4.500
8.939
ENERGY(FT)
5.741
MOMENTUM(POUNDS)
4697.16
135.453
142.519
4.460
4.420
8.951
8.975
5.705
4661.13
149.034
4.381
9.004
5.672
5.640
4628.06
4597.00
155.134
160.893
4.341
4.301
9.040
9.080
5.610
5.582
4567.63
166.357
4.261
9.125
5.555
4539.78
4513.35
171.554
176.507
4.221
4.181
9.175
9.228
5.529
4488.28
181.228
4.142
9.285
5.504
5.481
4464.52
4442.05
185.728
190.012
4.102
4.062
9.345
9.410
5.459
4420.85
194.082
4.022
9.478
5.438
5.418
4400.92
4382.24
197.937
201.575
3.982
3.942
9.549
9.624
5.399
4364.83
204.990
3.903
9.703
5.382
5.365
4348.70
4333.84
208.176
211.120
3.863
3.823
9.786
9.872
5.351
4320.29
213.812
3.783
9.961
5.337
5.325
4308.05
4297.14
216.234
218.369
3.743
3.703
10.055
10.152
5.314
4287.60
220.193
3.664
10.253
5.305
5.297
4279.44
4272.69
221.679
222.794
3.624
3.584
10.358
10.468
5.291
4267.38
223.498
3.544
10.581
5.286
5.284
4263.54
4261.22
223.745
260.100
3.504
3.504
10.699
10.699
5.283
4260.43
------------------------END
5.283
4260.43
OF HYDRAULIC
PRESSURE+MOMENTUM BALANCE
JUMP ANALYSIS -------------_-_-_
OCCURS
-------DOWNSTREAM DEPTH = 4.205 FEET,
---------------------------
AT 173.63 FEET UPSTREAM OF NODE 4459.70
UPSTREAM CONJUGATE DEPTH = 2.892 FEET
NODE 4719.80 :
HGL = < 1063.168>;EGL=
<
1065.847>;FLOWLINE= < 1060.270>
:4 � ir'k ie � is is it it it is is i; it it it
kic it irir is is it is it is is is it is Yc is
is it it it ie is ic_ic it
is ie it � it it ie is is is ie is is it it it it it it it is it ie � ie is ie it it it is is is it is
FLOW PROCESS FROM
NODE 4719.80 TO NODE
4724.46 IS CODE
= 5
--UPSTREAM NODE
--------------------------------
4724.46 ELEVATION = 1060.37
(FLOW IS
SUPERCRITICAL)
CALCULATE JUNCTION
LOSSES:
PIPE
FLOW DIAMETER
(CFS) (INCHES)
ANGLE
(DEGREES)
FLOWLINE CRITICAL VELOCITY
ELEVATION
UPSTREAM
142.21 54.00
.00
DEPTH(FT.)
1060.37
(FT/SEC)
3.50 13.027
DOWNSTREAM
142.21 54.00
-
1060.27
3.50 13.137
LATERAL #1
LATERAL #2
.00 24.00
45.00
1061.70
.00 .000
Q5
.00 .00 .00
.00===Q5 EQUALS BASIN
.00
INPUT===
.00 .000
Page 12
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*Vl*COS(DELTAl)-Q3irV3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*l6.1)+FRICTION
LOSSES
UPSTREAM: MANNING'S
DOWNSTREAM: MANNING'S
N = .01300; FRICTION SLOPE = .00920
N = FRICTION
AVERAGED FRICTION
.01300; SLOPE = .00939
SLOPE IN JUNCTION ASSUMED AS
JUNCTION LENGTH =
4.66 FEET
.00929
FRICTION LOSSES =
JUNCTION LOSSES =
.043 FEET ENTRANCE LOSSES = .000
(DY+HV1-HV2)+(ENTRANCE
FEET
JUNCTION LOSSES =
------------------------
( .077)+( .000) =
LOSSES)
.077
------------------------------
NODE 4724.46 : HGL = < 1063.289>;EGL=
_
< 1065.924>;FLOWLINE= <
_ ____
1060.370>
icx:Yiciriciciciciricic*iriricieiriciririeiricieicieicieiciririeiriciciciririrsYiriciririeicieirie&ieicicicicisiciricirie***ieiriririeiririciriciricie
FLOW PROCESS FROM
4974.99
NODE 4724.46 TO NODE 4974.99 IS CODE _ 1
--UPSTREAM-NODE ELEVATION =
----------------------------------------
1062.75 (FLOW IS SUPERCRITICAL)
CALCULATE FRICTION LOSSES(LACFCD):
---------------------------
PIPE FLOW =
LENGTH =
142.21 CFS
250.53 FEET
PIPE DIAMETER = 54.00 INCHES
--PIPE-
---------------------------------------------------
MANNING'S N = .01300
NORMAL DEPTH(FT) =
---------------------------
2.89
-----
CRITICAL DEPTH(FT) =
- -
--------
3.50
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT)
3.50
__________
VARIED FLOW
-- -------------
-GRADUALLY
PROFILE COMPUTED
-----------------
INFORMATION:
DISTANCE FROM
CONTROL(FT)
FLOW DEPTH VELOCITY
(FT) (FT/SEC)
------------------------------------
SPECIFIC PRESSURE+
.000
3.504 10.699
ENERGY(FT) MOMENTUM(POUNDS)
5.283
.102
3.479 10.774
5.283
4260.43
4260.74
.417
.966
3.455 10.851
3.430 10.929
5.284
4261.66
1.768
3.405 11.010
5.286
5.289
4263.22
4265.42
2.848
4.235
3.381 11.092
3.356 11.176
5.292
4268.26
5.960
3.331 11.263
5.297
5.302
4271.77
4275.96
8.062
10.587
3.306 11.351
3.282 11.441
5.308
4280.83
13.589
3.257 11.533
5.315
5.323
4286.40
4292.68
17.134
21.302
3.232 11.627
3.207 11.723
5.333
4299.69
26.194
3.183 11.822
5.343
5.354
4307.44
4315.94
31.936
38.690
3.158 11.922
3.133 12.025
5.367
4325.21
46.671
3.109 12.130
5.380
5.395
4335.27
4346.13
56.169
67.590
3.084 12.238
3.059 12.348
5.411
4357.80
81.532
98.919
3.034 12.461
5.428
5.447
4370.31
4383.68
121.301
3.010 12.576
2.985 12.694
5.467
5.489
4397.92
151.583
196.294
2.960 12.814
5.512
4413.04
4429.08
250_5302_919
2.935 12.938
13.023
5.536
5.554
4446.05
----------
-----------------------------
4458.09
NODE 4974.99 : HGL
= < 1066.254>;EGL= <
------------------
1068.033>;FLOWLINE= < 1062.750>
*ic*ic*i:ic*-k*�,.;*;'t°k is ie*is it is*ir*ir*ir*ic*st
it it it it ie°k it it it it*it is it is it is it it it is it it it is it it*ir is k-k ie it is*ie
it it it is ie is is*ir*
FLOW PROCESS FROM NODE 4974.99 TO NODE
UPSTREAM NODE 4974.99
4974.99 IS CODE = 5
--------------------------------------
ELEVATION = 1062.75 (FLOW IS AT CRITICAL
DEPTH)
CALCULATE JUNCTION
LOSSES:
---------------------------
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL
(CFS) (INCHES) (DEGREES) ELEVATION
VELOCITY
DEPTH(FT.)
(FT/SEC)
Page 13
UPSTREAM
109.34 54.00 .00 1062.75 3.08
6.875
DOWNSTREAM
LATERAL #1
142.21 54.00 1062.75 3.50
32.87 24.00 45.00
10.702
LATERAL #2
1062.75 1.90
.00 .00 .00
10.463
Q5
.00 .00
.00===Q5 EQUALS BASIN INPUT===
.000
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 =
.00309
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
.00578
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS
JUNCTION LENGTH
.00444
= 1.00 FEET
FRICTION LOSSES
JUNCTION LOSSES
= .004 FEET ENTRANCE LOSSES = .000
= (DY+HV1-HV2)+(ENTRANCE LOSSES)
FEET
JUNCTION LOSSES
-----------------------
= ( .081)+( .000) = .081
NODE 4974.99 :
--------------------------------
HGL = < 1067.380>;EGL= < 1068.114>;FLOWLINE= <
_ ____
1062.750>
*ir 9r iric 4c:c;r*:r sY 4r**ic it it is 4c fr 4e 4c 4r is it*Yt fair sY*Tc is it 4r ie it fe ic:r is is 4r is ie Y***ir*4r:r*4c ie ie*4r is ie*ie it :r**Yr it 4c it it 'r is is :c is ie
FLOW PROCESS FROM NODE 4974.99 TO NODE 5219.37 IS CODE = 1
--UPSTREAM-NODE- 5219.37
-----------------
ELEVATION = 1065.02 (HYDRAULIC JUMP OCCURS)
CALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
PIPE LENGTH -
109.34 CFS PIPE DIAMETER = 54.00 INCHES
244.38 FEET
-------------------------------------------
MANNING, S N = .01300
HYDRAULIC JUMP:
------------------------------------------------
-----------------------------------
DOWNSTREAM RUN ANALYSIS RESULTS
NORMAL DEPTH(FT)
= 2.45 CRITICAL DEPTH(FT) -
-
3.08
UPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) = 2.15
--GRADUALLY VARIED
-------------------------------
FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
CONTROL(FT)
---------------------------------- _
FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
(FT) (FT/SEC)
ENERGY(FT) MOMENTUM(POUNDS)
7.005
2.158 14.500 5.425
3502.68
14.263
21.702
2.170 14.395 5.390
2.183
3486.18
29.370
14.291 5.356
2.195 14.189 5.323
3470.03
3454.23
37.291
45.492
2.207 14.088 5.291
2.219 13.988
3438.78
54.002
5.260
2.232 13.891 5.229
3423.67
3408.90
62.857
72.101
2.244 13.794 5.200
2.256
3394.45
81.783
13.699 5.172
2.268 13.605 5.144
3380.34
3366.54
91.965
102.721
2.281 13.512 5.117
2.293
3353.05
114.143
13.421 5.091
2.305 13.330 5.066
3339.88
3327.01
126.349
139.489
2.317 13.241 5.042
2.330 13.154
3314.44
153.760
5.018
2.342 13.067 4.995
3302.16
3290.18
169.430
186.875
2.354 12.981 4.972
2.366
3278.48
206.644
12.897 4.951
2.379 12.814 4.930
3267.06
3255.92
229.591
244.3802_397
2.391 12.732 4.909
3245.06
-------- ----------
12.688 4.899
-------------------------------------------------
3239.34
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 4.63
_____________________________________________
--
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
Page 14
-------------------------
DISTANCE FROM
CONTROL(FT)
PRESSURE
HEAD(FT)
VELOCITY
(FT/SEC)
________
SPECIFIC
____
PRESSURE+
.000
4.630
6.875
ENERGY(FT)
5.364
MOMENTUM(POUNDS)
20.971
-4.500
6.875
5.234
3818.66
3689.67
ASSUMED DOWNSTREAM PRESSURE HEAD(FT)
----------------
------------------------------=----------------------
4.50
GRADUALLY VARIED FLOW PROFILE
------
----------
COMPUTED INFORMATION:
____ ___ ____
DISTANCE FROM
CONTROL(FT)
FLOW DEPTH
(FT)
______
VELOCITY
(FT/SEC)
SPECIFIC
ENERGY(FT)
PRESSURE+
20.971
4.500
6.873
5.234
MOMENTUM(POUNDS)
29.379
37.127
4.443
4.386
6.889
5.180
3689.67
3636.71
44.501
4.329
6.920
6.959
5.130
5.082
3586.86
51.583
58.419
4.272
4.215
7.006
5.035
3539.23
3493.55
65.033
4.158
7.060
7.120
4.990
4.946
3449.69
71.443
77.656
4.101
4.044
7.186
4.904
3407.60
3367.24
83.679
3.987
7.258
7.335
4.863
4.823
3328.63
89.511
95.149
3.930
3.873
7.418
4.785
3291.77
3256.68
100.590
3.816
7.507
7.601
4.749
4.714
3223.40
105.823
110.838
3.759
3.702
7.701
4.681
3191.96
3162.41
115.621
3.646
7.807
7.920
4.650
4.620
3134.80
120.153
124.412
3.589
3.532
8.038
4.592
3109.17
3085.60
128.373
3.475
8.163
8.295
4.567
4.544
3064.15
132.002
135.262
3.418
3.361
8.434
4.523
3044.88
3027.88
138.103
3.304
8.580
8.734
4.505
4.489
3013.22
140.468
142.285
3.247
3.190
8.897
4.477
3001.00
2991.30
143.463
3.133
9.067
9.247
4.467
4.461
2984.23
143.886
3.076
3.076
9.437
4.459
2979.91
2978.43
--------244_380
-----------END
PRESSURE+MOMENTUM
9.437
OF HYDRAULIC JUMP
4.459
ANALYSIS------------------------
2978.43
BALANCE OCCURS AT 84.68
FEET,
FEET UPSTREAM OF NODE 4974.99
----DOWNSTREAM
-DEPTH -=-3_978-
DEPTH = 2.346 FEET
NODE 5219.37 :
-UPSTREAM
HGL = < 1067.166>;EGL= < 1070.481>;FLOWLINE=
-CONJUGATE
< 1065.020>
4r'.c;r sY 4c it �c stic it 4r s: sY it it it*ic::*„-ir it is it is it it*ir;r it it**sY �e it it 4r is is*4r
FLOW PROCESS FROM
is ic. is 9e{t°kic:c*'lc k Y is 4c*4c*'c
;c is it4r �'t :c 4e Yc it 4t it is 4r**�
NODE 5219.37 TO NODE 5227.28 IS CODE = 5
5227.28 ELEVATION = 1065.56 (FLOW
--UPSTREAM-NODE-
-
------- ----- -------------
IS
SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
-------
------- ----
-------------- ----
PIPE
FLOW DIAMETER
(CFS) (INCHES)
ANGLE
(DEGREES)
FLOWLINE CRITICAL VELOCITY
ELEVATION
UPSTREAM
109.34 48.00
DEPTH(FT.)
1065.56
(FT/SEC)
DOWNSTREAM
LATERAL #1
109.34 54.00
.00
1065.02
3.16 12.737
3.08 14.611
LATERAL #2
.00 36.00
.00
45.00
1066.20
.00 .000
Q5
.00 .00 00
.00===Q5 EQUALS BASIN INPUT===
00 .000
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 = .01031
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01455
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01243
JUNCTION LENGTH = 7.91 FEET
Page 15
FRICTION LOSSES = .098 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
--JUNCTION LOSSES = ( .182)+( .000) = .182
--------------------- ------- -_ ------------------------
_
NODE 5227.28 HGL = < 1068.144>;EGL= < 1070.663>;FLOWLINE= < 1065.560> ____
'.t*ie�-ic.c it4:ir*i:;ri:ft:r iv it is it 4: Y is Y 4c fr it 4c is it fc:c;c is 4c 4t it it is is it it it Yt fc it is it is is it 4t it 4c 4c �r is 4cit*:c 9r is it it Yc is is is Yt it Y is is is 4r 4. it ie
FLOW PROCESS FROM NODE 5227.28 TO NODE 5300.00 IS CODE = 1 --UPSTREAM-NODE 5300.00 ELEVATION = 1066.31 (FLOW IS SUPERCRITICAL)
-----------
--------- -:
CALCULATE FRICTION LOSSES(LACFCD)CD):
----------- ------- ------------------
----
PIPE FLOW 109.34 CFS PIPE DIAMETER = 48.00 INCHES
PIPE LENGTH 72.72 FEET MANNING'S N = .01300
------------------------------
NORMAL DEPTH(FT) = 2,58 --
CRITICAL DEPTH(FT)H(FT) 3.16
------------------------------ __________
UPSTREAM CONTROL ASSUMED FLOWDEPTH FT) 2.58
-- -GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION
------------------------------- ______
-----------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 2.584 12.731 5.102
4.435 2.584 12.731 53302.49
9.059 .102 3302.4
2.584 12.731 5.102 3302.51
13.888 2.584 12.732 5.102 3302.52
18.943 2.584 12.732 5.103
24.243 2.584 12.732 5.103 3302.55
3302.5
5
29.817 2.584 12.732 7
5.103 3302.
35.694 2.584 12.732 .103 3302.58
41.906 2.584 12.732 5.103 3302.60
5.103 3302.6
48.496 2.584 12.732 1
5.103 3302.6
55.514 2.584 12.732 3
63.013 2.584 12.733
71.077 2.584 12.733 5.103 5.103 3302.66
66
-----72_720 2.584 12.733 5.103 3302.66
------------------------------ ____
NODE 5300.00 HGL -------------' - < 1068.894>;EGL= < 1071.412>;FLOWLINE= < 1066.310>
*fir :: it*u' ic*icic*;': 'c',; «'*ir is �-ir*ic irit#4r*4r it is is 4:ic:c*is 4t 4c*4r ic*it**it 4r �r it*4t it 4r 4t it is k Ye f:*ic is it *. tt Y it it 4c it Yc 4t it *Yc is ft*
FLOW PROCESS FROM NODE 5300.00 TO NODE 5300.00 IS CODE = 5
--UPSTREAM-NODE --------
5300.00 ELEVATION --1066.31 (FLOW IS SUPERCRITICAL)
------------------------------------ -----
CALCULATE JUNCTION LOSSES: ------------
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 109.34 48.00 .00 1066.31 3.16 12.817
DOWNSTREAM 109.34 48.00 1066.31 3.16 12.735
LATERAL #1 .00 24.00 45.00 1067.61 .00
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 .00===Q5 EQUALS BASIN INPUT== .000
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*Vl*COS(DELTAl)-Q3*V3*CO5(DELTA3)-
Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01047
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01031
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01039
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .010 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)(ENTRANCE LOSSES)
+
-JUNCTION LOSSES = ( .018)+( .000) = .018
----------------------------- _ _ _ _____
NODE 5300.00 : HGL = < 1068.880>;EGL= < 1071.431>;FLOWLINE= < 1066.310>
Page 16
t;.
is icie is it it it is it it ie it it it it it is it it it it it & it it it it is it ie is is it ie ie ie it ie it is is is it is it ie it is it it it is it it ie is it it it it is ie it it is is is sY it it it ie is it it is it is
FLOW PROCESS
FROM
NODE 5300.00 TO NODE 5574.44 IS CODE
5574.44 ELEVATION = 1069.05 (FLOW
= 1
--UPSTREAM-NODE-
------
--------------------
IS SUPERCRITICAL)
CALCULATE FRICTION LOSSES(LACFCD):
______ ----------
PIPE FLOW
PIPE LENGTH =
109.34 CFS
274.44 FEET
PIPE DIAMETER =
48.00 INCHES
----------------------------
N =
.01300
NORMAL DEPTH(FT) = 2.61
---------------------------
----MANNING'S
_ _
CRITICAL DEPTH(FT) 3.16
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT)
= 2.28
----_
--GRADUALLY VARIED FLOW PROFILE
-- - -------------
COMPUTED
INFORMATION:
DISTANCE FROM
CONTROL(FT)
----------------
FLOW DEPTH
(FT)
VELOCITY
(FT/SEC)
SPECIFIC
______
PRESSURE+
.000
2.279
14.780
ENERGY(FT)
5.673
MOMENTUM(POUNDS)
6.990
14.162
2.292
2.306
14.675
5.638
3584.53
3568.47
21.530
2.319
14.571
14.470
5.605
5.572
3552.80
29.115
36.936
2.332
2.346
14.369
5.541
3537.49
3522.55
45.020
2.359
14.271
14.173
5.510
5.480
3507.98
62.094
2.386
3493.76
88
3466.35
71.157
2.399
13.983
13.890
5.424
5.397
3453.15
80.632
90.575
2.413
2.426
13.798
5.371
34 0.29
3427.75
101.058
2.439
13.708
13.618
5.321
3415.54
112.166
124.010
2.453
2.466
13.531
5 297
3403.64
3392.05
136.729
2.479
13.444
13.359
5.252
3380.77
150.511
165.605
2.493
2.506
13.275
5.210
3369.79
3359.10
182.364
2.519
13.192
13.110
5.190
338.71
201.305
223.226
2.533
2.546
13.030
5.171
3338.60
3328.78
249.467
2.560
12.950
12.872
5.152
5.134
3319.24
274.440
---------------
2.570
12.813
5.121
3312.22
3312.22
NODE 5574.44 :
HGL = < 1071.329>;EGL=
<
1074.723>;FLOWLINE= < 1069.050>
.c'`..•iri;.tir'k..ic.r it is i;��ir ic��ir �•ir �4 it is it it is icic it is
FLOW PROCESS FROM
ie is is it is it it i; is is it is it it it is is is i; is is it i.•ir it ie it ie it it it is ic�ic it is it it icic i; ki; is
NODE 5574.44 TO NODE 5602.48 IS CODE
NODE ELEVATION =
N 1069.34 (FLOW
= 3
--UPSTREAM -
--5602_48-
- - -----------------------------
,
IS
SUPERCRITICAL)
CALCULATE PIPE -BEND
LOSSES(OCEMA):
------
PIPE FLOW =
CENTRAL ANGLE _
109.34 CFS
DEGREES
PIPE DIAMETER = 48.00
INCHES
PIPE LENGTH =
------------------------------
.000
28.04 FEET
MANNING'S
N = .01300
NORMAL DEPTH(FT)
= 2.58
---------------------_--------
CRITICAL DEPTH(FT)
3.16
UPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) =
2.23
--_-----
--GRADUALLY-VARIED
---
FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
CONTROL(FT)
--------------------------
FLOW DEPTH VELOCITY
(FT) (FT/SEC)
SPECIFIC
PRESSURE+
.000
2.226
15.213
ENERGY(FT)
5.822
MOMENTUM(POUNDS)
7.233
14.652
2.240
2.254
15.094
5.780
5222
3633.
3647
.9
22.272
2.269
14.978
14.863
5.740
5.701
3615 .1
---- -----28.040
2.279
14.780
5.673
3597.36
3584.53
Page 17
NODE 5602.48 : HGL = < 1071. 566>; EGL= < 1075. 162>; FLOWLINE= < 1069.340>
it it ie is it it it it ie sY it is is is it is is it it it it it is is is it it it is it is it is ie it Yt it it ir$ic it it it it is it it it it is it ie is ft it is is it is it it ie it is is is it it is it ie it it it it ie it FLOW PROCESS FROM NODE 5602.48 TO NODE 5607.14 IS CODE = 5
--UPSTREAM-NODE- 5607.14 ELEVATION = 1069.88 (FLOW IS SUPERCRITICAL)
------
--------------------------------
CALCULATE JUNCTION LOSSES: --------------
PIPE FLOW FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 109.34 42.00 DOWNSTREAM .00 1069.88 3.16 11.951
109.34 48.00 - 1069.34 3.16 15.218
LATERAL #1 .00 .00 .00 .00 .00
LATERAL #2 .00 .00 .00 .00 .000
'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 = .01036
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01626
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01331
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .062 FEET ENTRANCE LOSSES .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
-JUNCTION LOSSES = ( .100)+( .000) = .100
------- ------------- ------- --- ____
--------------------
_ _
NODE 5607.14 : HGL = < 1073.044>;EGL= < 1075.262>;FLOWLINE= < 1069.880>
., i:it*Yc*it it it *ic it it it*ic*ic it it ir'.tit*ir it ie it it it is****it is it is is*7r it is ie*ic it ir°k is is ie ic'.c it Yt it*ir*ir it -k is it it it it sk it it it***ic is
FLOW PROCESS FROM NODE 5607.14 TO NODE 5748.25 IS CODE = 3
--UPSTREAM -NODE 5748.25 ELEVATION = 1071.30 (FLOW IS SUBCRITICAL)
---------------------------------------- _ ___
CALCULATE PIPE -BEND LOSSES(OCEMA): ---
PIPE FLOW = 109.34 CFS PIPE DIAMETER = 42.00 INCHES
CENTRAL ANGLE = 2.000 DEGREES MANNING'S N = .01300
PIPE LENGTH = 141.11 FEET
===> NORMAL PIPEFLOW IS PRESSURE FLOW
--------------------------- ___
NORMAL DEPTH(FT) = 3.50 =
CRITICAL DEPTH(FT)3.16
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.16
----------------
-----------------------______------------ -
---------------
----GRADUALLY-
VARIED FLOW PROFILE COMPUTED INFORMATION:
--------------------------------------- ____
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 3.164 11.947 5.382
.653 3.177 11.911 3385.14
2.814 3.191 11.876 5.382 382 3385.45
6.821 3.204 11.842 5.383 3385.97
13.053 3.218 11.809 3385.70
21.903 3.231 11.777 5.384 3387.64
33.734 3.244 11.746 5.388 3388.79
48.797 3.258 11.715 5.390 3390.15
67.142 3.271 11.686 3391.74
88.536 3.285 11.657 5.396 3393.54
112.430 3.298 11.629 5.400 3395.56
138.026 3.312 11.603 5.403 3397.1
141.110 3.313 11.600 5.404 3398.08
-------_--_ _ _ 3398.08
---------------
NODE 5748.25 : HGL = < 1074.613>;EGL= .< 1076.704>;FLOWLINE= < 1071.300>
i:it*it it i:'..'ici: it is i:*it it i;it**:tic ititir*ir is it::ir**ir it it*ic irir it it is it it is it is is*�k it icir is it*ic is it it it it it is *ic it *i: ie it it is is it**
FLOW PROCESS FROM NODE 5748.25 TO NODE 5895.25 IS CODE = 1 UPSTREAM NODE 5895.2S ELEVATION = 1072.77 (FLOW IS SUBCRITICAL)
Page 18
---------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW
PIPE LENGTH
109.34 CFS
147.00 FEET
PIPE DIAMETER = 42.00 INCHES
MANNING'S
===> NORMAL PIPEFLOW IS PRESSURE FLOW
---------------------------------
N = .01300
NORMAL DEPTH(FT) = 3.50
__
CRITICAL DEPTH(FT)
-3.
3.16
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT)
_____
-------------------------------
3.31
--GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------
DISTANCE FROM
CONTROL(FT)
FLOW DEPTH
(FT)
______
VELOCITY
(FT/SEC)
_____
SPECIFIC PRESSURE+
.000
3.313
11.600
ENERGY(FT) MOMENTUM(POUNDS)
5.404
10.442
21.060
3.321
3.328
11.585
5.406
3398.08
3399.44
31.773
3.336
11.571
11.558
5.409
5.411
3400.88
42.501
53.173
3.343
11.544
5.414
3402.38
3403.96
63.724
3.351
3.358
11.531
11.519
5.417
3405.62
74.100
84.255
3.366
11.506
5.420
5.423
3407.35
3409.16
94.151
3.373
3.381
11.494
11.483
5.426
3411.05
103.759
3.388
11.471
5.429
5.433
3413.01
113.058
122.031
3.395
11.461
5.436
3415.07
3417.20
130.670
3.403
3.410
11.450
11.440
5.440
5.444
3419.42
138.968
146.924
3.418
3.425
11.430
5.448
3421.73
3424.14
3.425
11.421
11.421
5.452
5.452
3426.64
-147_000
---------------------------
3426.66
NODE 5895.25 :
---------------------
HGL = < 1076.195>;EGL= <
_ _ ___ _ ____
1078.222>;FLOWLINE= < 1072.770>
FLOW PROCESS
FROM NODE 5895.25
5895.25
TO NODE
5895.25 IS CODE = 5
--UPSTREAM-NODE-
------------
ELEVATION = 1072.77 (FLOW IS SUBCRITICAL)
------ --------------------------
CALCULATE JUNCTION LOSSES:
________
----------
PIPE
FLOW DIAMETER
109.34 (242.00)
ANGLE FLOWLINE CRITICAL
(DEGREOEOS) ELEVATION
VELOCITY
UPSTREAM
DEPTH(FT.)
(F11.392
DOWNSTREAM
LATERAL #1
109.34 42.00
-
1072.77 3.16
11.425
LATERAL #2
.00 .00
.00 .00
.00
.00 .00
.000
Q5
.00 .00 .00
.00===Q5 EQUALS BASIN INPUT===
.000
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*Vl*COS(DELTAI)-Q3*V3*Cos (DELTA3)-
Q4*V4 *COS (DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01078
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01055
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01066
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = .011 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( .019)+( .000) = .019
------------------------------- _ ____
--------------------
NODE 5895.25 : HGL = < 1076.226>;EGL= < 1078.241>;FLOWLINE= < 1072.770>
FLOW PROCESS FROM NODE 5895.25 TO NODE 5947.67 IS CODE = 1
--UPSTREAM-NODE 5947.67 ELEVATION = 1073.29 (FLOW UNSEALS IN REACH)
----------- --------------
CALCULATE FRICTION LOSSES(LACFCD):
Page 19
PIPE FLOW =
PIPE LENGTH =
109.34 CFS
52.42 FEET
PIPE DIAMETER = 42.00
INCHES
===> NORMAL PIPEFLOW IS PRESSURE FLOW
------------------------------
MANNING'S N = .01300
NORMAL. DEPTH(FT)
---------------
----------------------------------------------
= 3.50
------
CRITICAL DEPTH(FT)
--
3.16
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT)
= 3.46
_
--GRADUALLY VARIED
-- - ------------
FLOW PROFILE
COMPUTED
INFORMATION:
DISTANCE FROM
CONTROL(FT)
FLOW DEPTH
(FT)
VELOCITY
(FT/SEC)
SPECIFIC PRESSURE+
.000
3.456
11.389
ENERGY(FT) MOMENTUM(POUNDS)
5.471
1.379
2.745
3.457
3.459
11.387
5.472
3437.86
3438.58
4.096
3.461
11.385
11.384
5.473
5.474
3439.30
5.433
6.757
3.463
3.464
11.382
5.476
3440.03
3440.77
8.065
3.466
11.381
11.379
5.477
5.478
3441.52
9.360
10.640
3.468
3.470
11.378
5.479
3442.28
3443.04
11.906
3.472
11.376
11.375
5.481
5.482
3443.81
13.157
14.394
3.473
3.475
11.374
5.483
3444.59
3445.38
15.615
3.477
11.373
11.371
5.485
5.486
3446.18
16.822
18.014
3.479
11.370
5.487
3446.99
3447.80
19.190
3.480
3.482
11.369
11.368
5.489
3448.63
20.350
21.495
3.484
11.367
5.490
5.492
3449.47
3450.32
22.623
3.486
3.488
11.366
11.365
5.493
3451.18
23.734
24.828
3.489
11.364
5.495
5.496
3452.06
3452.94
25.904
3.491
3.493
11.364
11.363
5.497
34S3.84
26.959
3.495
11.362
5.499
5.501
3454.76
27.994
29.004
3.496
11.362
5.502
3455.70
3456.65
29.979
3.498
3.500
11.361
11.361
5.504
3457.63
FLOW IS UNDER PRESSURE
5.505
3458.65
---------52_420----
3.663
-------------------------------
11.365
5.669
3556.79
NODE 5947.67 :
HGL = < 1076.953>;EGL= <
_
1078.959>;FLOWLINE= < 1073.290>
FLOW PROCESS
FROM NODE 5947.67 TO NODE
UPSTREAM NODE 5952.33 ELEVATION = 1073.33
5952.33 IS CODE = 5
(FLOW
-
-------------------------------
IS UNDER
PRESSURE)
CALCULATE JUNCTION LOSSES:
__
----------'-
PIPE
FLOW DIAMETER
(95.50 (I42.00)
ANGLE
(DEGR.0E00)
FLOWLINE CRITICAL
E1073.33N
VELOCITY
UPSTREAM
DEP3.0(2T.)
(FT9.926
DOWNSTREAM
LATERAL #1
109.34 42.00
13.84 24.00
1073.29 3.16
11.365
LATERAL #2
.00 .00
45.00
1073.50 1.34
4.405
Q5
.00
.00===Q5 EQUALS BASIN
.00 .00
INPUT===
.000
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Ql*vl*COS(DELTAI)-Q3*V3 *COS (DELTA3)-
UPSTREAM4*COSMANNING'S/N(A1+A01300;1)FRICTIONNSLOPEES .00901
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01181
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01041
JUNCTION LENGTH = 4.66 FEET
FRICTION LOSSES = .049 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
Page 20
--JUNCTION LOSSES = ( .385)+( .000) = .385
------- ------ _______ _
------------
NODE 5952.33 HGL - < 1077.814>;EGL= < 1079.344>;FLOWLINE= < 1073.330>
ieieirYciritirieiririeiairYeYrieir*iei:*ieYrYrYric*isir****Yr*ic*ie*YtYc*YtYrYrirYrieYeifieieYrieicieieirit*it*irfr**Yr*ic***irYricieieir 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 = < 1079.437>;EGL= < 1080.967>;FLOWLINE= < 1074.840>
is Ye it ie it it Yr is Yr it it is it it eY it it it ir:Y*Yr Yt***�-******.**ir it it Ye is it is is it it ir-k it ie it it Yr it is is*ir Yr it ie**ir*ie it*}*****Yc is it it it
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 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 LATERAL #1 .00 24.00 45.00 1075.91 .00 9.926
LATERAL #2 .00 .00 .00 00 .000
Q5 .00===Q5 EQUALS BASIN INPUT=== '00 .000
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 = .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 = < 1079.446>;EGL= < 1080.976>;FLOWLINE= < 1074.840>
sk„•i:iri: Yr it i.•i:it****�•**ie it is ir***iri.•*it**i:',r*�-is*�•**ir*ici.•*ir *ir it �•*ir****ic �•***s: it*ti �-*ir*ir**ir is
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 = CC 95.50)/( 1006.082))**2 = .00901
HF=L*SF = ( 138.31)*( .00901) = 1.246
------------- _ _
NODE 6270.81 : HGL = < 1080.693>;EGL= < 1082.222>;FLOWLINE= < 1076.000>
'.•ir�•i;ir*Y:ir**ir Yr �•iri:i:ic*�•i: it ie is is ie it*::*ir is Yr*ir Yc*ir is is �•i:****ir*Yr Yr is Ye Y:ire•**ir*Yc it it***ir ic�•ic*i: Ye *ir ie**ie is
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 = CC 95.50)/( 1005.999))**2 = .00901
Page 21
HF=L*SF = ( 15.00)*( .00901) = .135
--TOTAL-HEAD-LOSSES = HB + HF = ( .176)+( .135) _ .311
--------------------- _ _ __
NODE 6285.81 - HGL - ------------------------
< 1081.003>;EGL= < 1082.533>;FLOWLINE= < 1076.320>
it it is it it is iir it it*ic it is i�ir it is it is s4 it it iir is it it ie it irir Y it is is it is it it is it it ie it is it it is is it sY it it ie**ic it ie is it is is is it it it is is it it is it is is i:ir 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 DOWNSTREAM 95.50 42.00 1076.32 3.02 9.926
LATERAL #1 9.926
.00 21.00 52.00 1077.33 .00 LATERAL #2 .00 .00 .00 00 .000
00
Q5 .00===Q5 EQUALS BASIN INPUT=== •000
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Ql*Vl*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 = < 1081.012>;EGL= < 1082.542>;FLOWLINE= < 1076.320>
ie;; is it*ic it it qr i:ic**ir�•ic it is is is**ie it it is it is it it it it it*ic is iP 'r ie is it it Yr ir:Y�-ic it is it is is it it is it is it is is ie it is it it it *ir is it it it it*ir is it*
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) = .344
SF=(Q/K)**2 = (( 95.50)/( 1006.126))**2 = .00901
HF=L*SF = ( 57.23)*( .00901) = --TOTAL-HEAD 344)5151 6
-LOSSES = HB + HF = ( 516) = 860
----------------------------------------------- NODE 6343.04 : HGL = < 1081.872>;EGL= < 1083.402>;FLOWLINE= < 1076.660>
ir:::: is sY it it is*ir*'.:ir**;k*ir**ic ie it is sY it is it is ie*.ic ie is is it it is is*tic*i: it is it it it it ie is it is it it ic:k �Y k***ir sY ie is is it it ie**ie it it*ic
FLOW PROCESS FROM NODE 6343.04 TO NODE 6358.16 IS CODE = 1 --UPSTREAM NODE 6358.16 ELEVATION = 3.076.72 (FLOW IS UNDER PRESSURE)
--------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES
SFPE LENGTH = (Q/K)**2 = (( 1595?50)/( 1006.102))**2N1FEET G'5.00901 01300
HF=L*SF = ( 15.12)*( .00901) = 136
------------ ------------- -- _ _
NODE 6358.16 HGL = < 1082.009>;EGL= < 1083.539>;FLOWLINE= < 1076.720> ____
is �•ic is is is*::t.ir. sY is i:i: is it is*ire-*&ir iric it is*ir it is it it i:i: it if*ic*sY�-*i:i: it is it***ir it it is*ir ie*ir it is it is �-ir is sF.ir it�ir it it it is it is 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 22
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 85.54 42.00 DOWNSTREAM .00 1076.74 2,88
95.50 42.00 1076.72 3.02 8.891
LATERAL #1 9.96 24.00 54.00 1077.50 1.13 9.926
3.170
LATERAL #2 .00 .00 .00 .00
Q5 .00===Q5 EQUALS BASIN INPUT=== .00 .000
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 = .00723
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00901
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00812
JUNCTION LENGTH = 4.67 FEET
ANCE
JUNCTION LOSSES =(DY+0HV1FHV2)+(ENTRANCETLOSSES)OSSES = 000 FEET
--JUNCTION - LOSSES -=-(--_280)+(_-_000) = .280
NODE 6362.83 : HGL = < 1082.592>;EGL= < 1083.819>;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 = < 1085.486>;EGL= < 1086.713>;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 (I42.00) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
DOWNSTREAM 85.54 42.00 •00 1078.37 1.97 4.174
8891
LATERAL #1 45.38 36.00 30.00 1078.85 2.19 6.420
LATERAL #2 .00 .00 .00 .00 '00 •.00
Q5 •00===Q5 EQUALS BASIN INPUT=== 0
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 = .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 6773.1$ :.HGL - ------------------------
- < 1086.629>;EGL= < 1086.900>;FLOWLINE= < 1078.370>
#ir#it####s;ir#ir####.######is4:fe#####ie##ir#�•#ir###i:#####ir##is##############ir#####ir#ie#### 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 23
SF=(Q/K)**2 = (( 40.16)/( 1006.059))**2 = .00159
HF=L*SF = ( 111.77)*( .00159) = .178
--
----------------------- -- _ _ __
NODE 6884.95 - HGL - ------------------------
< 1086.807>;EGL= < 1087.078>;FLOWLINE= < 1078.820>
Yc Yc Ye Yr is it it Yc it Yt it ie it Ye it Yr ie Yr ie ie it ie is Yr Yr Yc * Yr Yc Yr Yr ie it Yr * it Yr Yr is * Ye is Yr ie it it is *Yr Ye is Yc it Yc Yc * * * Yr sY Yr Ye is Yc ie it Yr Yr it Yr fe icYe Ye is Yc Yc it 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
UPSTREAM (39S20 (INCHES)
(DEGREOESS) ELEVATION DEPTH�(1.5T.) (FT/SEC)
DOWNSTREAM 40.16 42.00 4.075
LATERAL #1 1078.82 1.97 4.174
.96 21.00 90.00 1080.18 .35 LATERAL #2 .00 .00 .00 .00 .399
Q5 .00===Q5 EQUALS BASIN INPUT=== .00 •000
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 = < 1086.834>;EGL= < 1087.092>;FLOWLINE=-< 1078.820>
&ir it Yr it*Yr is ir'.•*****)Y is is Yc* is*Yt it Yc*Yr Yc it*ic Yt Ye it Yr Yr Ye Yc Yc it it Yr is is Yt Yr*Yt Yt*Ye*Ye it is Yr**�*Yr*ir ie icit is it Ys*ic Yc i�Yr*Yr Yr Yr
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 = C( 39.20)/( 1006.087))**2 = .00152
--HF=L*SF-=-(- 259.00)*( .00152) = .393
------------ -------- --------------------------------------------
NODE 7143.95 : HGL = < 1087.228>;EGL= < 1087.485>;FLOWLINE= < 1079.860>
�•Yc Yr is*Yc Yr i�°k Yc Yt*Yr**'kYc****ir it is***Y: ie is it Yc i; it Yr it***Yt*Yc*ir it*ir Yc it Yr it Yr*ir***Yc is***Yr** it Yc sY *Yr it*Yc**ic*ic 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
UPSTREAM (35.09 (242.00 (DEGREES) E1079T88N DEPiH84T.) (FT/SEC)
DOWNSTREAM 39.20 42.00 1079.86 1.95 3.075
LATERAL #1 4.11 24.00 45.00 1080.89 71 1.308
LATERAL #2 .00 .00 .00 .00 1.308
Q5 .00===Q5 EQUALS BASIN INPUT=== '00 •000
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*VI*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4 *COS (DE LTA4))/((Al+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 24
--JUNCTION-LOSSES = ( .046)+( .000) = .046
-------------- ------- --- ----
FLOW 7149.45 HGL - -
-------------------
- < 1087.325>;EGL= < 1087.532>;FLOWLINE= < 1079.880>
Yc Ye YeYc Yt Ye *Yt Yt * Yr Yc Ye Yc Yc * Yr Yc Yc Yr Yc Yc Yc is Yr Yr Ye YrYt * Yc YrYt it Yc.Yt YrYcYt lY Yc 4r Yr Yr * * YC * Yt * * it Ye * * * Yt * grYe Yt YcYe Ye Yc ii YtY: Yc Yr Ye Ye it icYc Yc * Yc 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 =CC 35.09)/( 1005.892))**2 = .00122
--HF_L*SF ( 90.48)*( .00122) = .110
---------------------------
NODE 7239.93 HGL = < 1087.435>;EGL= < 1087.642>;FLOWLINE= < 1080.330>
Ye Ye it Yr Ye * Ye Yc Yr Yc Yr * Yr Yr Yc Yc Yc & Ye Yo Yc Yr Yt Ye Ye Yt Yr Ye Yc Yt Yc Yr Yr Yt Yc YtYt Yr Yc Yr Yc Ye * Ye Yr Yc * Yr * Yr Ye Yc Ye Yr Yc Yt Ye Yc YCYe Yc Yc Ye it Ye Yc Yt * Ye Yr Yt Yc Yr Yr Yc Yt Ye Yr 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))**2 = .00122
HF=L*SF = ( 75.43)*( .00122) = 092
--TOTAL HEAD LOSSES = HB + HF = ( .038)+( .092) _ .129
--------- ------ _ _--------------- _ _ ____ --------------------
NODE 7315.36 : HGL = < 1087.565>;EGL= < 1087.771>;FLOWLINE= < 1080.710>
* Ye Yt Yt :P Yc Yr �'t * YrYr * * * Yc * Ye Yt Yr Y: Yc Yr Ye Yc Yr Yr Yr * * * it Yr * Yt Yr Yc Yr Yt Yc * Yc Yt Yt Yt Yc Yc Ye Yc * * Yr Yr Yr Yr Yr is Yr Ye Yt Yr Yr Yc * Ye Yr Yr Yr Yc Yc * * Yc Yt Yr Yt Yr Yc Yc
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
UPSTREAM (32.66 (I42.00) (DEGRE0ES0) ELEVATION
DEP1H��T.) (FT/SEC)
DOWNSTREAM 35.09 42.00 1080.71 1.84 3.647
LATERAL #1 2.43 21.00 72.00 1081.96 56 1.640
LATERAL #2 .00 .00 00 _00 1.010
Q5 .00===Q5 EQUALS BASIN INPUT=== '00 .000
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*Vl*COS(DELTAI)-Q3*V3*COS(DELTA3)-
UPSTREAM4*COSMANNING'S/NCA1+A01300;1)FRICTIONNSLOPEE= .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 = < 1087.619>;EGL= < 1087.798>;FLOWLINE= < 1080.710>
Yt Y: Yr Yr Yr Yc Yr Yt Yt Yt Yc Yr Yt * Yc Yr Yt Yc Yr Yc Yc Yc Yc ie Yc Yr Ye Yc Ye Yc Yr Yc Yc Yr Yt Yc Yr Ye Yr Yr Yr Yc Yr Yc Yc Yc Yt.Yc Yc Yr * Yc Yc YrYc Yr Yc Yc it Yc Yr'k Yc Yc Yc Yc Yr Ye Yt Yr Yt Yc Yr Yr Yt Yr * Yr
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 25
PIPE LENGTH = 33.55 FEET BEND COEFFICIENT(KB) = .12076
FLOW VELOCITY = 3.39 FEET/SEC. VELOCITY HEAD = .179 FEET
HB=KB*(VELOCITY HEAD) _ ( 121)*( 10.07.036))*179) = 022
66)/(
SF=(Q/K)irit2 = (( 32.*2 = .00105
HF=L*SF = ( 33.55)*( .00105) = 035
TOTAL HEAD LOSSES = HB + HF = ( .022)+( .035) _ .057
---------------------- _ _
NODE 7348.91 : HGL = < 1087.676>;EGL= < 1087.854>;FLOWLINE= < 1080.880>
itk kkkkfc kk kkkkkis iekkkkX kkitkkkkkkkkkkirkkkkkkkititkkkkirk kit irkkkkkkkkkkkiekkkisk kirk ie itk is it 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
UPSTREAM (30.46 (142.00) (DEGREES) E1080T88N DEPiH�iT.) (FT/SEC)
DOWNSTREAM 32.66 42.00 1080.88 1.77 LATERAL #1 2.20 21.00 62.00 1082.13 54 3.394
LATERAL #2 .00 .00 00 pp .915
Q5 .00===Q5 EQUALS BASIN INPUT=== '00 .000
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*VI*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00092
DOWNSTREAM' MANNING'S N = .01300; FRICTION SLOPE = .001105
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 = < 1087.720>;EGL= < 1087.876>;FLOWLINE= < 1080.880> ____
'.: ickkkki:kk*kkki:kic kir ic*kkick�•kkkkkkkkkkkkir*kkkk*':kkkkk�rkkkk �•kk irkkkki.•k*k4tkit�•i:kit�•i4is�-
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
SF=(Q/K)**2 = (( 30.46)/( 1004.767))**2 = .00092
HF=L*SF = ( 24.52)*( .00092) = 023
--TOTAL-HEAD-LOSSES = HB + HF = ( .016)+( .023) .039
--------------------------------
NODE 7373.43 : HGL = < 1087.759>;EGL= < 1087.915>;FLOWLINE= < 1081.000>
k is kitkk kk kkic is irk �•k kirkk �•k kit it*kkkk*•k-k**ir is it it it is is it is it it it it it it it is it it it it is*ic it is it*ir it*iris*ir it it it �Y it *ic*
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 = < 1087.772>;EGL= < 1087.928>;FLOWLINE= < 1081.070>
..i:kkki:ic'„•k kic Yc ick kkkkir kk irk kkkkk*ickkkkkkkiek irkkkkkirkkkkkkic kirk k;ck*kkkkitk is*ki: kickkkkkk
UPSTREAM PIPE FLOW CONTROL DATA:
Page 26
NODE NUMBER = 7387.93 FLOWLINE ELEVATION = 1081.07
ASSUMED UPSTREAM CONTROL HGL = 1082.78 FOR DOWNSTREAM RUN ANALYSIS
---------------------------------------------- _____________
END OF GRADUALLY VARIED FLOW ANALYSIS
Page 27
HYDROLOGY MA
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