HomeMy WebLinkAboutParcel Map 23496 Drainage Study North Plaza
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17'
DRAINAGE STUDY
NORTH PLAZA
PARCEL MAP 23496
December 2005
Prepared for:
Felicita Financial Corp.
41623 Margarita Road
Temecula, CA 92591
Phone: (951) 491-6300
Fax:(951) 491 "6330
Revision History
Date Comment
01/22/2004 First Submittal
06/2005 Second Submittal
08/2005 Third Submittal
Report Prepared By:
. . .1
CONSULTING
40810 County Center Dr, Suite 100
Temecula, Califomia 92591
909.676.8042 telephone
909.676.7240 fax
RBF IN 15-401441.005
Engineer of Work! Contact Person:
William Keller, P.E.
Frank Gerard
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Table of Contents
I ratroduction
Hydrologic Methodology
Hydrologic Analysis -Proposed Conditions
Conclusions
References
List of Figures
Figure 1: Vicinity Map
Figure 2: Hydrology Map - Proposed Conditions
~ist of Appendices
. Appendix A: Hydrologic Calculations
Data from the Manual
10- and 100-year Rational Output
Appendix B: Hydraulic Calculations
HELE-1 Output (Catchbasin Sizing)
WSPG Input/Output (HGL Calculations)
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DRAINAGE STUDY
NORTH PLAZA
PM 23496
I. INTRODUCTION
The proposed project is located in the City of Temecula, Riverside County,
California. The site is situated between Ynez'Road and Interstate 15, north of
Empire Creek. Figure 1 shows the location of this project.
This study specifically accomplishes the following tasks:
.:. Determine the peak post-developed onsite 10-year and 100-year
runoff.
.:. Design a storm drain system to convey the 1 OO-year flows.
II. HYDROLOGIC METHODOLOGY
The methodology presented in this study is in compliance with the RCFC&WCD
1978 Hydrology Manual (Reference 1, hereinafter referred to as the Manual).
Model Descriptions -The Integrated Rational Method Hydrology System Model
Version 8.0, dated January 1, 2000, (Reference 2) within the Advanced
Engineering Systems Software (AES) was used to generate the peak 10-year
and 100-year onsite flows. The AES Hydraulic Elements Program Package
(HELE1) (Reference 3) was used to size the catch basins, which were designed
to intercept the entire 100-year flow. The Los Angeles County Flood Control
District's Water Surface Pressure Gradient (WSPG) computer program
(Reference 4) was used to determine the hydraulic grade lines (HGL) in the
storm drains.
Soil Type - The Manual utilizes the Soil Conservation Service (SCS) soil
classification system, which classifies soils into four (4) hydrological groups
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DRAINAGE STUDY
NORTH PLAZA
PM 23496
(HSG):A through 0, with 0 being the least impervious. According to Hydrologic
Soils Group Map, this project lies within a mixture of HSG "BC." For conservative
purposes, HSG "C" was used in this report. A copy of the HSG Map is included
in Appendix A.
Development Type- The proposed development was based on commercial
development.
Intensity-The1O-minute / 60-minute intensity values (inches/hour) for the 10-year
and 1 OO-year storm events, obtained from Plate 0-4.1 (4 of 6) of the Manual, are
2.36/0.88 and 3.48/1.30, respectively. A copy of the above-mentioned plate is
included in Appendix A.
Drainage Areas and Flow Patterns - The drainage areas and flow patterns
were determined using the Rough Grading Plans. The areas were measured
using the computer capabilities of AutoCAD.
III. HYDROLOGIC ANALYSIS. PROPOSED CONDITIONS
This report addresses the runoff from only those parcels that drain to the
proposed onsite storm drain system. The proposed drainage patterns to the
on site storm drain system are shown on Figure 2. The results of the Rational
models are shown in Table 1. All Rational output is included in Appendix A.
TABLE 1
SUMMARY
RATIONAL RESULTS
10-YEAR & 100-YEAR SURFACE FLOWS
Node' Q10 Q100
(efs) (cfs)
2 4.4 6.6
2
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DRAINAGE STUDY
NORTH PLAZA
PM 23496
8 3.8 5.6
11 12.8 18.8
14 8.5 12.5
15 4.6 6.7
17 4.5 6.5
27 10.2 14.9
, See Figure 2.
The catch basin hydraulics are summarized in Table 2. The supporting hydraulic
calculations are included in Appendix B.
TABLE 2
SUMMARY
CATCH BASIN HYDRAULICS
Node' Q10 Q100 Minimum Size
Catch Basin
(ft)
2 4.4 6.6 3.5
8 3.8 5.6 3.5
, See Figure 2.
The total 1 0-year/1 OO-year flows in Lines A, and Bare 40.6 cfs/60.1 cfs, and 7.8
cfs/11.6 efs, respectively. The hydraulic grade line, shown on the storm drain
profiles, indicate no adverse hydraulic impacts. The supporting WSPG input and
output files are also included in Appendix B.
IV. CONCLUSIONS
1. Methodology used in this report is in compliance with the Riverside County
Flood Control and Water Conservation District (RCFC&WCD)
2. There are no adverse hydraulic impacts in the proposed onsite storm drain
system.
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I DRAINAGE STUDY
NORTH PLAZA
PM 23496
. V. REFERENCES
1. Riverside Flood Control District and Water Conservation District
(RCFC&WCD) Hydrology Manual, 1978.
2. Advanced Engineering Systems Software (AES), Rational Method
Hydrology System Model Version 8.0, January 1, 2000.
3. Advanced Engineering Systems Software (AES), Hydraulic Elements
Program Package (HELE1) Version 8.0, January 1,2000
4. Los Angeles County Flood Control District, Water Surface Pressure
Gradient (WSPG), January 1979.
(,
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PROJECT
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TDSNtI[1lI
VICINITY MAP
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STANDARD
INTENSITY - DURATION
CURVES DATA
PLATE 0-4.1 (4 of 6)
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..............****.....................**..****...................**................**.......
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RI\'ERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC,"WCD) 1978 HYDROLOGY MANUAL
(el Copyright 19B2~2000 Advanced Engineering Software (aes)
Ver. I.SA Release Date, 01/01/2000 License 10 1264
Analysis prepared by,
RBF & Associates
14725 Alton Parkway
Irvine, CA 92618
.....**...........*............... DESCRIPTION OF STIJDY .............................***.........."
.. NORTH Pu..ZA
.. ONSITE STORM DRAIN SYSTEM
.. lO"YEAR Q
........**...............**................................................................................................"..........
FILE NAME, 44110.OAT
TIME/DATE OF STUDy, 10,06 06/28/2005
USER SPECIFIED HYDROLOGY }.N!) HYDRAULIC MODEL INFORMATION.
USER SPECIFIED STORM EVENT(YEAR) '"' 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) . 18.00
SPECIFIED PERCENT OF GIlADIENTS(DECIMALl TO USE FOR FRICTION SLOPE. 0.90
10.YE1\R STORM 10-MINUTE INTENSITYlINCH/HOUR) . 2.360
10-'YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR).. 0.880
100-YEAR STORM 10~MlNUTE INTENSITY(INCH/HOUR). 3.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR). 1.300
SLOPE OF 10-YEAR INTENSITf.DURATION CURVE. 0.5505732
SLOPE OF 100-YEAR IN'I'ENSITY-DURATION CURVE. 0.5495536
COMPUTED RAINFALL INTENSITY DATA.
STORM-EVENT. 10.00 I-HOUR INTENSITY (INCR/HOUR) . 0.889
SLOPE OF INTENSITY DURATION CURVE . 0.5506
RCFC&WCD HYDROLOGY MANUAL ~C~~VALUES USED FOR RATIONAL METHOD
NOTE, - COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
:AND IGNORE ontER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
'*USERc.OEFINEO STREET-SECTIONS FOR COUPLED PIPEFLQW AND STREETFLQW MOOEL'*
.HALF- CROWN TO STRE!IT-CROSSFALL, CURB GlJT'I'ER-GEOMETRIES, MANNING
WIDTH CROSSFALL IN. / OUT-/PARK- HEIGHT WIDTH LIP HIKE PACI'OR
NO. (FTl (FT) SIDE / SlOE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0
0.018/0.018/0.020
20.0
0.67
2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPni CONSTRAINTS,
1. Relative Flow-Depth. 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (TOp-of-Curb)
~. (Depth}*(Velocity) Constraint. 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM "TRIBUTARY PIPE.'*
***'********************'*'**'*..'*'*'**********************************"**'*'****n**
FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE. 21 ,_\
------- -~-~-- -- -- - -- - --- ------~~ ~._-------- -- ---- - ---.-~--------- - - - --------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
............................~~....~...............c.~............_.....c.~..~.~.
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMI'lERCIAL
TC . K" [ (LENGTH"'" 3) / (ELEVATION CHANGE) l ** .2
INITIAL S1.lBAREA FLOW-LENGTH. 250.00
UPSTREAM ELEVATION. 74.35
DOWNSTREAM ELEVATION. 71.31
ELEVATION DIFFERENCE . 3.04
TC. 0.303* [( 250.00**3l/( 3.04)]**.2 .. 6.665
10 YEAR RAINFALL INTENS1TY(INCH/HOUR). 2.980
COKMERCIAL DEVELOPMENT RlmOFF COEFFICIENT. .8849
SOIL CLASSIFICATION IS "C"
SUBAREA RUNQFF(CFS) . 1.03
TOTAL ,AREA (ACRES l .. 0.39 TOTAL RUNOFF(CFS) 1.03
*************....*****'**..**....*..********'***..**......*...**************'*..'*......*..*****
- - ~~ - ~~~~:: ~ ~~~ _ ~~~~ _ _ _ _ _.: ~ ~~. ~ _ ~~~ _ _ _ _ _ _:: ~~ _~: _ ~~~ _: _ _~: _ _ _ _ _ ~_f_- \
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA..<<<<
>>>>> (STANDARD CURB SECTION USED) ......<<
..........~~....c.......__.........~=~~a~~~......_._............~.~~~~~.........__...
UPSTRBAM ELEVATION (FEET) " 71.31 DOWNSTREAM ELEVATION(FEET)
STREET LENG'I'H(FEET). 1035.00 C'IJRB HEIGHT(INCHESl 6.0
STREET HALFWIDTH (FEET) _ 28.00
20.86
DISTANCE FROM CROWN TO CROSSFALL
INSIDE STREET CROSSFALL(DECIMAL)
OUTSIDE STREET CROSSFALL(DECIMAL)
GRADEBREAX{FEET)
0.020
0.020
23.00
SPECIFIED NUMBER OF HALPSTREETS CARRYING RUNOFF 1
STREET PARKWAY CROSSFALL(DECIMAL) 0.020
tIIanning'e FRICTION FACI'OR for Streetflow Section(curb-to-curb)
tIIanning'S FRICTION FACTOR for Back-of-Walk Flow Section 0.0200
0.0150
..TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS)
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW,
STREET FLOW DEP'I'H(FEET) _ 0.25
HALFSTREET FLOOD WIDTH (FEET) . 6.21
AVERAGE FLOW VELOCITY(FEET/SEC.) _ 4.03
PRODUc:.-r OF DEPnIr.VELOCITY(FT*FT/SEC.) ~ 1.01
STREET FLOW TRAVEL TIME (MIN.) _ 4.28 Tc (MIN.l
10 YEAR RAINFALL INTENSITY(INCH/HOURl . 2.268
COMMERCIAL DEVELOPMENT RUNOFF COEFFlCIENT . .8812
2.03
10.95
Printed: 06/28/2005 10: 1 0:56 AM AM
Modified: 06/28/200510:06:54 AM AM
Page 1 019 \\
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SOIL CLASSIFICATlON IS
SUBAREA lIREA (ACRES)
TOTAL .AREA (ACRES) '"
~C"
l.CD
1.39
SUBAREA RUNOFF(CFS)
PEAK FLOW RATE (CFS)
2.00
3.03
END OF SUBAREA STREET PLOt! HYDRAULICS,
DEPTH (FEET) "'0.28 HALFSTREET FLOOD WIDTII(FEET).. 7.65
FLOW VELOCITY(FEET/SEC.) .. 4.30 DEPTH"VELOCITY(FT*FT/SEC.) 1.20
LOl.'"GEST FLOWPATH FROM NODE 0.00 TO NODE 2.00.. 1285.00 FEET.
***.*,,**************..*****--**...*******************.********************"...
FLOW PROCESS FROM NODE
:2 .00 TO NODE
2.00 IS CODE '"
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE..""""
.".......................................................................=".................--...................................
TOTAL ,NUMBER OF STREAMS.. :2
CONFLUENCE VALUES USED FOR INDEPElI."DENT STREAM 1 ARE,
TIME OF CONCENTRATION(MIN.) .. 10.95
RAINFALL INTENSITY(INCH!HP.)", 2.27
TOTAL STREAM AREA(ACRES).. 1.39
PEAK FLOW RATE (CFS) AT CONFLUENCE.. J. OJ
:: ~~:~~~~~~:~~~:~~~~::: :::~~~~:~:~~~~: ::::: ~ ~~~ :~~:~~~~:~::~~: ::::: ::f~ - \
>,.,.>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS"<<<,,
c..c..c..........._....................._........_................._._._____..........
, ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMeNT IS COMMERCIAL
TC . K"[(LENGn!:"*)l/(ELEVATION CH1INGE)1.....2
INITIAL SUBAREA FLOW-LENGTH _ 675.00
UPSTREAM ELEVATION . 41.65
DOWNSTREAM ELEVATION.. 20.75
ELEVATION DIFFERENCE. 20.90
TC c 0.303" [( 675.00....3)/( 20.90}J.....2 _ 8.225
10 YEAR RAINFALL INTENSITY(INCH/HOUR). 2.654
COMMERCIAL DEVELOPMeNT RUNOFF COEFFICIeNT. .8834
SOIL CLASSIFICATION IS ftC'
SUllAREA RUNOFF{CFS} . 1.62
TOTAL AREA(ACRES} . 0.69 TCTAL RUNOFF(CFS}
1.62
..............................................................................................................*.................
FLOW PROCESS FROM NODE
2.00 'IO NODE
2.00 IS CODE.
1
",.,.,.,.DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<,,<
,.,.,.,.,.AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
..._.._..................................______..........c..........______.._..........
TOTAL NUMBER OF STREAMS c 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARB,
TIJ>:E OF CONCENTRATIQN(MIN.}. 8_23
RAINFALL INTENSITY(INCH/HR}.. 2_65
TO'rAL STREAM AREA(ACRES}.. 0.69
PEAK FLOW RATE{CFS) AT CONFLUENCE .. 1.62
**CONFLUENCE DATA
STREAY. RUNOFF
NUMBER (CFS)
1 3.03
2 1.62
To
(MIN.)
10.95
8.n
INTENSITY
(INCH/HOUR)
2.268
2.654
AREA
(ACRE)
1.39
0.69
*............*....***********.*........WARNING....*.....*****....................................*
IN ,THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON ,THE RCFC&WCD FORMULA OJ' PLATE D-l AS DEFAm.:r VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
.*......................****..*.***.......................****...*....*****.....*..*.******
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
*. 'PEAK FLOW RATE TABLE ...
STREAM RUNOFF Tc
NUMBER (CFS) (HIN.)
1 3.89 8.23
2 4.41 10.95
INTENSITY
(INOI/HOUR)
2.654
2.268
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS,
PEAK FLOW RATE(CFS) 4.41 Tc(MIN.). 10.95
TOTAL AREA (ACRES) . 2.08
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00
1285.00 FEET.
*.**..**..**********..............*..*....................................**.*****
FLOW PROCESS FROM NODE
2.00 TO NODE
6.00 IS CODE. 41
>>,.>,.COMPUTE PIPE-FLOW TRAVEL TIME TIom SUBAREA,,<<<<
,.,.,.,.,.USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ,,<"""
.........._......_..ccc.cc=..===....=c........_..................c..................._.___.....
ELEVATION DATA, UPSTREAM(PEET). 15.84 OOWNSTREAM(FEET} 15.66
FLOW LENGTH(PEET). 37.60 MANNING'S N. 0.013
DEPI'H OF FLOW IN 24.0 INCH PIPE IS 9.0 INCHES
PIPE-FLOW VELOCITY (FEET/SEC.) . 4.12
GIVEN PIPE DIAMETER(INCH}. 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS) .. 4.41
PIPE '!'RAVEL TIME(MIN.}.. 0.15 Tc(MIN.} = 11.10
LONGEST FLQWPATH FROM NODE 0.00 TO NODE 6.00. 1322.60 FEET.
**..**..*....******..***************.**********.........*****************....*.....*..*....*
FLOW PROCESS FROM NODE
6.00 TO NODE
6.00 IS CODE. 10
,.,.,.>,.MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
******..**.***.....*...********..**************....**************.********.....****
FLOW PROCESS FROM NODE
>.)I?-'?.-
Modified: 06/28/2005 10:06:54 AM AM
~
7.00 TO NODE
8.00 IS CODE ..
"
Printed: 06/28/200510:10:56 AM AM
Page 2 of 9
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>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS".:<<<
. ASSUMED INITIAL SUBAREA UNIFORM
DE'"VELOPMENT IS COMMERCIAL
TC "' K*[{:LENGTH*"3)/(ELEVATION CHANGEl}....::ii
INITIAL SUBAREA FLOW-LENGTH.. 1000.00
UPSTREAM :s:LEVATION .. 70.30
DOWNSTREAM ELEVATION.. 20.75
ELEVATION DIFFERENCE ~ 49.55
TC "' 0.303*(( lOOO.OO"*3l/( 49.55)J...2 = .761
10 YEAR RAINFALL IN'I'ENSlTY{INCH/HCUR) .. 2.564
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8830
SOIL CLASSIFICATION IS Me.
SUBAREA RUNOFF (eFS) .. 2.26
T011IL ARE.r..(ACRES) .. 1.00 TOTAL RUNOFF(CFS) 2.26
..........................................**."'....".................**....,,**.
FLOW PROCESS FROM NODE
8.00 TO NODE
8.00 IS CODE.. 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<"",,<
TOTAL NUMBER OF STREAMS.. 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE,
TIME OF CONCENTRATION(MIN.).. 8.76
RAINFALL INTENSITI(INCH!HR).. 2.56
TOTAL STREAM AREA(ACRES).. 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE.. 2.26
""""",,,........................................,,,,.,,....""........".....""./)""
FLOW PROCESS FROM NODE 9.00 TO NODE B.OO IS CODE.. 21 Of-~
-----.--------- - -- -- - --- --- ----- - -- -- - -- - -- -- -- ---- -- - -----~-~_. ...- ---_\....
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS..........
, ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC.. K"[{LENGTH..3)/(ELEVATION CHANGE)]...2
INITIAL SUBAREA FLOW-LENGTH.. 675.00
UPSTREAM ELEVATION.. 41-65
POWNSTREAM ELEVATION .. 20.75
ELEVATION DIFFERENCE.. 20.90
TC.. 0.303.[( 675.00**3)J{ 20.90)]**.2 8.225
10 YEAR RAINFALL INTENSITI(INCH/HOUR)., 2.654
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.. . B834
SOIL CLASSIFICA.TION IS "C'
SUBAREA RUNOFF (CFS) .. 1. 62
TOTAL AREA(ACRES) "' ".69 TOTAL RUNOFF(CFS) 1.62
.."......".""""""""."""""""""""""."..""""""""""""""""""""""""""""...."""""""
FLOW PROCESS FROM NODE
8.00 TO NODE
1
8.00 IS CODE ..
>>>>>DESIGNATE INDEPENDEN'l' STREAM FOR CONFLUENCE..........
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES..........
TOTAL NUMBER OF STREAMS.. 2
COl\'FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE,
TI~E OF CONCENTRATION (MIN.).. 8 .23
RAINFALL INTENSITI{INCH/HR).. 2.65
TOTAL STREAM AREA(ACRES)", 0.6~
PEAK FLOW RATE (CFS) AT CONFLUENCE _ 1. 62
** ,CONFLUENCE DATA
STREAM RUNOFF
NUMBER. (CFS)
1 2.26
2 1.62
To
(MIN.)
8.7/;
8.23
INTENSITI
( INCH/HOUR)
2.564
2.654
AREA
(ACRE)
1.00
0.69
""".."""""""""""""""""....""..""""W1\RNING.""""......"..."""""".."."""""""""
IN THIS COMPUTER PROGRAM, "THE CONFLUENCE VALUE USED IS BASED
ON _TIlE RCFC'-WCD FORMULA OJ' PLATE D-l AS DEFAULT VALUE. THIS FORMULA
wILL NOT NECESSARILY RESULT IN TIlE MAXIMUM VALUE OF PEAK FLOW.
"""."""......."..".""""""""""""""".""""""."""""""."""""......""""""..""...
RAINFALL INTENSITY .AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
." PEAK
STREAM
NUMBER
,
2
FLOW RATE TABLE ".
RUNOFF Tc
(CFS) (MIN.)
3.74 8.23
3.83 8.76
INTENSITY
( INCH/HOUR)
2.654
2.564
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS,
PElUC FLOW RATE(CFS) 3.83 Tc(MIN.)..
TOTAL ARE1I(ACRES) "' 1.69
LOnGEST FLOWPATH FROM NODE 7.00 TO NODE
8.76
8.00
1000.00 FEET.
"".".."".."......"""."""""""".".."""""""".........""".."""".""""""."."".""......"""".."
FLOW PROCESS FROM NODE
B.OOTONODE
6.00 IS CODE.. 41
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA..........
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)....<<<
ELEVATION DATA, UPSTREAM(FEET).. 15.85 POWNSTREAM(FEET) 15.66
FLOW LENGTII(FEET).. 33.50 MAImING'S N '" 0.013
DEPTH-OF FLOW IN 24.0 INCH PIPE:::S 7.9 INCHES
PIPE-FLOW VELOCITY (FEET/SEC.) ., 4.21
GIVEN"PIPE DIAMETER (INCH) .. 24.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) .. 3. B3
PIPE TRA\'"EL TIME(MIN.)., 0.13 Tc{MIN.)", 8.89
LONGEST FLOW-PATH FROM NODE 7.00 TO NODE 6.00.. 1033.50 FEET.
Printed: 06/28/2005 10: 1 0:56 AM AM
Modified: 06/28/2005 10:06:54 AM AM
Page3of9 0
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FLO'iI PROC:;:SS FROM NODE
6.00 TO NODE
6.00 IS CODE.. 11
>>>>>CONFLUENCE MEMORY BANK *' 1 WITH THE MAIN-STREAM MEMORY""",,,,,
... MAIN
'TRIWl
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA ...
RUNOFF TC INTENSITY
(CFS) (MIN.) (INCH/HOUR)
3.83 8.89 2.542
FLQWPATH FROM NODE 7.00 TO NODE
1033.50 FEET.
AREA
(ACRE)
1.6.9
6.00
W. MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (HIN. l (INCH/HOUR)
.1 4.41 11.10 2.251
LONGEST FLOWPATH FROM NODE 0.00 TO NODE
AREA
(ACRE)
2.08
6.00
1322.60 FEET.
......***********************".....WARNING"..*********......................"..
IN THIS COMPUTER PROGRAM,TIIE CONFLUENCE VALUE USED IS BASED
ON THE RCPC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. nus FORMULA
WILL NOT NECESSARILY RESULT IN nlE MAXIMUM VALUE OF PEAK FLOW.
....****....***.....**.****...**...*......................-."....-.,,-.....--.-..
.. PEAK
,,....,,
NUMBER
1
2
FLOW RATE TABLE ....
RUNOFF Te
(CFS) (HIN.)
7.36 8.89
7.80 11.10
INTENSITY
( INCH/BOUR)
2.542
:2.251
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL 'AREA (ACRES) ..
ES'l'IMATES ARE AS FOLLOWS:
7.80 Te(HIN.} *
'1.77
11.10
FLOW PROCESS FROM NODE
6.00 IS CODE.. 12
6.00 '10 NODE
"""""CLEAR MEMORY BANK II 1 <<<<<
*****"**"*********************************************************************
FLeW PROCESS FROM NODE
6.00 TO NODE
12.00 IS CODE.. 41
"""""COMPUTE PIPE~FLOW TRAVEL TIME THRU SUBAREA"""""
"""""USING USER~SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<<
ELEVATION DATA: UPSTREAM (FEET) .. 15.64 DOWNSTREAM (FEET) 14.50
FLOW LENGTH(FEET).. 227.16 MAl>o"NING'S N.. 0.013
DEPTlI OF FLOW IN 24.0 INCH PIPE IS 1:L2 INCHES
PIPE-FLOW VELOCITY(FEET/SI:C.).. 4.87
GIVEN PIPE DIAMETER(INCH) .. 24.00 NUMBER OF PIPES
PIFE-FLQW(CFS} .. 7.80
PIFE TRAVEL TIME(MIN.).. 0.78 Tc(MIN.).. 11.88
LONGEST FLOWPATH FROM NODI: 0.00 TO NODE 12.00.. 1549.76 FEET.
FLOW PROCESS FROM NODE
12.00 TO NODE
12.00 IS CODE.. 10
"""""MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 """""
************************..**..***........*******************........***********..*....**..
- - ~~ - ~~~~:: - ~~ - ~~~~ - - - - - ~~ ~ ~~ - ~ - ~~~ - - - - - ~~ ~ ~~ -~: - ~~~ _: - - ~~ - - - - - - - ~
"""""RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNI FORM
DEVELOPMENT IS COMl'lERCIAL
TC .. Y.*[(LENGTH**3J/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH.. 700.00
UPSTREAM ELEVATION.. 70.00
OOWNSTRE;Jo! ELEVATION.. 55.00
ELEVATION DIFFERENCE.. 15.00
TC.. 0.303*[{ 700.00**3)/( 15.00)1**.2:.. 8.983
10 YEAR RAINFALL INTENSITY (INCH/HOUR) .. ;;1.529
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8828
SOIL CLASSIFICATION IS .C"
SUBAREA RUNOFF (CFSl .. 8.48
TOTAL AREA{ACRES) .. 3.80 TOTAL RUNOFF(CFS) 8.48
FLOW PROCESS FROM NODE
14.00 TO NODE
15.00 IS CODE.. 41
"""""COMP1rI'E PIPE-FLOW TRAVEL TIME THRU SUBAREA"<<<,,
"""""USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<,,<
ELEVATION DATA: UPSTREAM(PEET).. 49.24 DOWNSTREAM (FEET) 42.58
FLOW LENGTH(FEET1.. 170.00 MANNING'S N.. 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.3 INCHES
PIPE~FLOW VELOCITY(FEET/SEC.) .. 10.55
GIVEN PIPE DIAMETER{INCHl .. 24.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) .. 8.43
PIPE TRAVEL TIME(MIN.).. 0.27 Tc(MIN.).. 9.25
LONGEST FLQWPATH FROM NODE 13.00 TO NODE 15.00 870.00 FEET.
FLOW PROCESS FROM NODE
15.00 IS CODE ..
15.00 TO NODE
"""""DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<"
A
TOTAL I NUMBER OF STREAMS.. 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE,
Printed: 06/28/200510:10:56 AM AM
Modified: 06/28/200510:06:54 AM AM
Page 4 of 9
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Tlr-::E OF CONCEN'I'RATION1MIN.).. 9.25
RAINFALL INTENSITY(INCH/HR) '" 2.49
TOTAL'STREAM AREA(ACRES). 3.80
PEAK FLOW RATE(CFS) AT CONFLUENCE.. 8.48
..........****.**....................................................................................."....".
FLOW PROCESS FROM NODE 16.00 TO NODE 15.00 IS CODE.. 21 G
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ u _ _ -.;n.
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS",,,,..,,.,
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC c K*!(LENGTII**3)/(ELEVATION CHANGE))...2
INITIAL SUBAREA FLOW-LENGTH... 420.00
UPSTREAM ELEVATION c 61.00
DOJr.'NSTREAM ELEVATION.. 51.00
ELEVATION DIFFERENCE .. 10.00
TC.. O.3DJ.I( 420.00**3)/( 10.00)]**.2.. 7.170
10 YEAR RAINFALL INTENSITY(INCH/HOUR) '" 2.863
COMMERCIAL OEVELOPMENT Rl.nlOFF COEFFICIENT '" .8844
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) _ 4.56
TOTAL AREA(ACRES) .. 1.80 TOTAL RUNOFF(CFS) 4.56
.......**......***..........******.....*****...............**..******..*....*..**..............
FLOW PROCESS PROM NODE
15.00 TO NODE
15.00 IS CODE ..
>>>>>OESIGNATE INDEPENDEN'";" STREAM FOR CONFLUENCE"""""
>>>>>AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES""""..
TOTAL NIDo:BER OP STREAMS ~ 2
CONFLUENCE VALUES USED POR INDEPENDENT STREAM :;! ARE:
TIME OP OONCENTRATION(MIN.).. 7.17
RAINFALL INTENSITY(INCH/HR).. 2.86
TOTAL STREAM AREA(ACRES}.. 1.80
PEAK PLOW RATE(CFS) AT CONFLUENCE.. 4.56
.... 'CONPL1..TENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 8.48
2 4.56
Tc
(MIN.)
!L25
7.n
INTENSITY
( INCH/HOUR)
2.488
2.863
AREA
(ACRE)
3.80
1.80
..................................................................WAR.NING*....*........................"""*".".""""""".""
IN'TInS COMPUTER PROGRAM,' TIlE CONFLUENCE VALUE USED IS BASED
ON'TIlE RCFC{.WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN TIlE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
.... 'PEAK
STREAM
NUMB"
1
,
FLOW RATE TABLE ....
RUNOFF Tc
(CFS) (MIN.)
11.13 7.n
12.44 9.25
INTENSITY
( INCH/HOUR)
2.863
2.488
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS} 12.44 Tc(MIN.)",
TOTAL,AREA(ACRES} ~ 5.60
LONGEST I'LOWPATH PROM NODE 13.00 TO NODE
9.25
15.00
870.00 FEET.
FLOW PROCESS FROM NODE
15.00 TO NODE
17.00 IS CODE.. 41
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME TIlRU SUBAREA"""""
>>>>>USlnG USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)......""
ELEVATIOn 01.'1'1.: UPS'l'REAM(FEET)", 45.06 DOWNS'l'REAM(FEE'l'} 36.70
FLOW LENGTH(FEET).. 165.00 MANNING'S N"' 0.013
DEPTH. OF FLOW IN 24.0 INCH PIPE IS e.3 INCHES
PIPE-PLOt' VELOCITY(FEET/S3C.) .. 12.89
GIVEN' PIPE DIAMETER fINCH) '"' 24.00 NUMBER OF PIPES
PIPE-FLOiI(CFS).. 12.44
PIPE TRAVEL TIME{MIN.}", 0.21 Tc(MIN.}.. 9.47
LOl~GEST FLOWPA'I'H FROM NOD3 13.00 TO NODE 17.00 1035.00 FEET.
FLOW PROCESS FROM NODE
17.00 TO NODE
17.00 IS CODE ..
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE..""....
TOTALI NUMBER OP STREAMS.. 2
CONFLUENCE VALUES USED FO:i INDEPENDENT STREAM 1 ARE,
TIME OF CONCEN'l'RATION(MIN.}.. 9.47
RAINFALL INTENSITY (INCH/HR.).. 2.46
TOTAL STIl.EAM AREA(ACRES).. 5.60
PEAK FLOlf RATE (CFS) 1.'1' CO~FLUENCE .. 12.44
......*..........*......**....*******..*..*................................................................................................
FLOW PROCESS FROM NODE 18.00 TO NODE 17.00 IS CODE.. 21 ,~
-". _... _. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _. _ _. -". _ _ -" _ -" -" _ -" -" _ -" _ _ -" ~ -" _ ~ _ _' _ _ _ _ -" _ _ _ ~ _ ~ ~ _ _ _ ~ _ ~ _ ~"t:~-"
>>>>>RATIONAL METHOD INITIAL SUIlJ\REA ANALySIS..........
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
'l'C.. K"[iLENGTH*"3)/(ELEVATION CHANGE)!**.2
INITIAL SUBAREA FLOW-LENGTII.. 390.00
UPSTREAM ELEVATION.. 53.00
DOWNSTREAM ELEVATION 40.80
ELEVATION DIFFERENCE.. 12.20
/
\'?
Printed: 06/28/2005 10: 1 0:56 AM AM
Modified: 06/28/2005 10:06:54 AM AM
Page 5 of9
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TC .. 0.303'*[( 390.00**3)!( 12.20)]**.2 .. 6.59:1
10 YEAR RAINFALL INTENSITY (INCH/HOUR) .. 2.999
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8650
SOIL CLASSIFICATION IS "C.
SUBAREA RUNOFF{CFS) .. 4.46
TOTALAREA,(ACRES) .. 1.68 TOTAL RUNOFF(CFS)
4.46
............"......................................".......................**.........**.......**....*******..**...
FLew PROCESS FROM NODE
17.00 TO NODE
17.00 IS CODE.. 1
,,>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL 'NUMBER OF STREAMS.. :2
CONFLUENCE VALUES USED FO~~ INDEPENDENT STREAM 2 ARE,
TI"'E OF CONCENTRATION(MIN.).. 6.59
RAINFALL INTENSITi'(INCH/HP.).. 3.00
TOTAL 'STREAM AREA(ACRES)", 1.6B
PEAK FLOW RATE{CFS) AT CONFLUENCE.. 4.46
U CONFLUENCE DATA u
STREAM RUNOFF
NUMBER (CPS)
1 12.44
2 4.46
To
(MIN.)
9.4"
6.59
INTENSITY
( INCH/HOUR)
2.457
2.999
AREA
(ACRE)
5.60
1.68
*.... ......*** ..****......**..***.... ..... ** '" .WARNING* ************************* * ** ** **.
IN 'THIS COMPUTER PROGRAM, .THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT Hi THE MAXIMUM VALUE OF PEAte FLOW.
*******fr**fr***************_**********************.***********.*****.*.*.**
RAINFALL INTENSITY AND TIPlE OF CONCEN'I'RATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE ...
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 13.12 6.59
2 16.10 9.4"
INTENSITY
( INCH/HOUR)
2.999
2.457
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS I
PEAl( FLOW RATE(CFS) 16.10 Tc(MIN.)..
TOTAL AREA(ACRES) .. ".28
LONGEST FLOWPATH FROM NODE: 13 00 TO NODE
9.47
17.00
1035.00 FEET.
FLOW PROCESS FROM NODE
17.00 TO NODE
12.10 IS CODE z 41
>>>>>COMPllI'E PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<<
ELEVATION DATA, UPSTREAM (FEET) z 36.70 DOWNSTREAM (FEET) 21.10
FLOW LENGTH(FEET).. 390.00 MANNING'S N.. 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) z 12.68
GIVEN PIPE DIAMETER (INCH) .. 24_00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) .. 16_11)
PIPE TRAVEL TIME(MIN.) '" 0.51 Tc(MIN.).. 9.98
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 12.10 1425.00 FEET.
FLOW PROCESS FROM NODE
12.10 TO NODE
12.10 IS CODE.. 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED Foa INDEPENDENT STREAM 1 ARE,
TIPlE OF CONCENTRATJON(MIN.).. 9.98
RAINFALL INTENSITY (INCH/HR).. 2.39
TOTAL STREAM AREA(ACRES) '" 7 .28
PEAK FLOll RATE (CFS) AT CONFLUENCE .. 16.10
**~;.;;~~;;;.;;~~*;~;;.*.**~~~~~.;;*;~;;*.***~~~~~*;;*~~;;*:**;~*****~*
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBJ\REA UNZFORM
DEVELOPMENT IS COMMERCIAL
TC .. K*[(LENGnI**3)/(ELEVATION OIANGE))**_2
INITIAL SUBAREA FLOW-LENGTH.. 500.00
UPSTREAM ELEVATION.. 60.00
DOWNSTRE1\M ELEVATION", 27.40
ELEVATIOIi DIFFERENCE.. 32.60
TC .. 0.303*[( 500.00**3)!( 32.60))**.2 .. 6.285
10 YEAR RAINFALL INTENSITY(INCH/HOUR) .. 3.078
COMMERCIAL DEVELOPMENT RID/OFF COEFFICIENT .. .8853
SOIL CLASSIFICATION IS "CO
SUBJ\REA RUNOFF(CFS) .. 12.81
TOTAL1IREA(ACRES) .. 4.70 TOTAL RUNQFF(CFS)
12.81
*.********..***********,,,,*******..*........*****....*.**.*.......*********.**.*
FLOW PROCESS FROM NODE
11.00 TO NODE
12.10 IS CODE.. 1
>>>:>:>nESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<:<:<:<:
>>>:>>AND COMPUTE VJ\RIOUS CQNFLUENCED STREAM VALUES<:<:<:<:<:
TOTAL. NIDIBER OF STREAMS", 2
CONFLUENCE VALUES USED FO~~ INDEPENDENT STREAM 2 ARE,
TIME OF CONCENTRATJON(MIN.) 6.29
RAINFALL INTENSITY (INCH!HR).. 3.08
\~
Printed: 06/28/200510:10:56 AM AM
Modified: 06/28/2005 10:06:54 AM AM
Page 6 of9
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TOTAL STREAM AREA(ACRES) ~ 4.70
PEAK FLOW RATE (CFS) AT CONFLUENCE "'
12.81
'** CONFLUImCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 16.10
:2 12.81
INtENSITY
( INCH/HOUR)
2.387
3.078
AREA
(ACRE)
7.28
4.70
TO
(MIN.)
9.9E
6.29
......*"...*****....***..................WARNING*...............**............***..**...
IN inns COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON !!'HE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
...................**.......**....**..**........*****.............**........**.........
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
.* ,PEAK
STREAI'.
NUMB'"
1
2
FLOW RATE TABLE .. *
RUNOFF Tc
(eFS) (MIN.)
22.95 6.29
26.03 9.911
INTENSITY
( INCH/HOUR)
3.078
2.387
COMP1J'I'ED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PO..K FLOW RATE(CFSl 26.03 TeeMIN.).
TOTAL 'AREA (ACRES) . 11.98
LOh'"GEST FLOWPATH FROM NODE 13 _ 00 TO NODE
!il.98
1:;!.10
14:;!5.00 FEET.
............................................................................
FLOW PROCESS FROM NODE
12.10 TO NODi
1:1:.00 IS CODE.. 41
>>>>>COMPUTE PIPE-PLOW TRAVEL TIME THRU SUBAREA"""""
>>>>>USIlI"G USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) """""
~ATION DATA. UPSTREAM (FEET) .. :<11.2:1 DOWNSTREAM (FEET) 15.40
PLOW LENG'I'8(FEET).. 65.00 MANNING'S N.. 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.6 INCHES
PIPE-FLOW VELOCITY{FEETjSEC.).. 19.36
GIVEN PIPE DIAMETER(INCH) .. 24.00 NUMBER OF PIPES
PII>E-FLOW(CPS).. 26.03
PIPE TRAVEL TIME(MIN.).. 0.06 Te{MIN.).. 10.03
LONGEST FLOWPATH FROM NOD:;: 13.00 TO NODE 12.00.. 149000 FEET.
*.*....*.....*.........................***..****...****.**.**...............
FLOW PROCESS FROM NODE
12.00 IS CODE.. 11
12.00 TO NODE
>>>>>CONFLlJENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY"""""
..IMAIN
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE'DATA ..
RUNOFF Tc INTENSITY AREA
(CFS) (MIN.) (INCH/HOUR) (ACRE)
26.03 10.03 2.379 11.98
FLQWPATH FROM NODE: 13.00 TO NODE 12.00..
1490.00 FEET.
BANK # 1 CONFLUENCE DATA **
RUNOFP Te INTENSITY
(CFS) (MIN.) (INCH/HOUR)
7.80 11.88 2.168
FLQWPATH FROM NODE 0.00 TO NODE
*.IMEMORY
"."...
NUMB'"
1
LOUGEST
AREA
(ACRE)
3.77
12.00
1549.76 FEET.
.*..................*.**.......**.WARNING***********.*.................*.**
IN'THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
..*......".*.******.***********...**.*..........*....*.*...........****.*.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE TABLE * *
RUNOFF Te
(CFS) (MIN.)
32.61 10.03
31.52 11.88
INTENSITY
( INCH/HOUR)
2.379
2.168
COMPUTED CONFLUENCE
PEAl( FLOW RATE(CFS)
TOTAL AREA (ACRES) ..
ESTIMATES ARE AS FOLLOWS.
32.61 Te{MIN.)..
15.75
10.03
*.****..*."'........*.**..*......*.....*.............***.*..............*..**
FLOW PROCESS FROM NODE
12.00 IS CODE.. 12
12.00 TO NODE
>>:>:>:>CLEAR MEMORY BANK II 1 ,,""""
FLOW PROCESS FROM NODE
12.00 TO NODE
27.00 IS CODE.. 41
>>:>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA"""""
>>..>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ,,",,""
ELEVATION DATA. UPSTREAM (FEET) .. 14.40 DOWNSTREAM (FEET) 12.38
FLOW LENGTH(FEET).. 405.00 MANNING'S N.. 0.013
DEPTH OP FLOW IN 36.0 INCH PIPE IS 22.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.).. 6.90
GIVEN PI?E DIAMETER(INCH) .. 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) .. 32.61
PIPE TRAVEL TIME(MIN.).. 0.98 Tc(MIN.).. 11.01
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 27.00.. 195476 FEET.
FLOW PROCESS FROM NODE
\'\
27.00 1'0 NODE
27.00 IS CODE ..
Printed: 06/28/200510:10:56 AM AM
Modified: 06/28/2005 10:06:54 AM AM
Page 7 of9
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>>>>>DESIGN1I.TE INDEPENDENT STREAM FOR CONFLUENCE<<<<:<
TOT~ NUMEER OF STREAMS", :2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE,
TIME OF CONCENTRATION (MIN. :. 11.01
RAINFALL INTENSITY(INCH/HRi.. 2.26
TOTAL STREAM 1IREA(ACRES}.. 15.75
PEAY. FLOW RJ\.TE(CFSl AT CONFLUENCE.. 32.61
FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE.. 21 ~
~......-._---------------_._._-_..-._._.__.._-----_._-+_._------._...._-..~
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DE\'ELOPMENT IS COMMERCIAL
TC.. K*[(LENGTH**3)/(ELEVATION CHANGEl]".2
INITIAL SUBAREA FLOW-LENGTH.. 525.00
UPSTREAM ELEVATION.. 35.00
DO~!STREAM ELEVATION.. 14.80
ELEVATION DIFFERENCE.. 20.20
TC.. O.30;,.I( 525.00**3)!( 20.20)]**.2.. 7.122
10 YEAR RAINFALL INTENSITY (INCH/HOUR) .. 2.873
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8845
SOIL CLASSIFICATION IS *e.
SUBAREA RUNOFF(CFS) .. 10.17
TOTAL AREA(ACRES) .. 4.00 TOTAL RUNOFF(CFS) 10.17
FLOW PRocr.SS FROM NODE
27.00 TO NODE
27.00 IS CODE ..
,.,.,.,.,.DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE",,,,,,,,,,,,,
,.,.,.,.,.JillD COMPtrrE VARIOUS CONFLUENCED STREAM VALUES",,,,,,,,,,,,,
TOTAL NUM1IER OF STREAMS.. 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE,
TIME OF CONCENTRATION (HIN.).. 7.12
RAINFALL INTENSITY (INCH/HR) '" 2.87
TOTAL STRF..AM AREA (ACRES) .. 4.00
PEAK FLOW RATE(CFS) AT CONFLUENCE.. 10.17
U CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 32.61
2 10.17
Tc
(MIN.)
11.01
7.12
INTENSITY
(INCH/HOUR)
2.260
2.873
AREA
(ACRE)
15.75
4.00
......"'............"............................................WARNING...."'................................"''''......'''..................
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE OSED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA
WILL NOT nECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK PLOW.
...."'...............-..............................................................................................................................
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMtlLA USED FOR 2 STREAMS.
U PEAK FLOW RATE TABLE ....
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 31.26 7.12
2 40.61 11.01
INTENSITY
( INCH/HOUR)
2.873
2.260
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS,
PEAK FLOW RATE(CFS) 40.61 Tc{MIN.).. 11.01
TOTAL ARE1\(ACRES) '" 19.75
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 27.00
1954.76 FEET.
FLOW PROCESS FROM NODE
17.00 TO NODE
19.00 IS CODE.. 41
,.>,.,.,.COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA",,,,,,,,,,,,,
,.,.,.,.,.USIOO USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<<
ELEVATION DATA, OPS'I'REAM(FEET).. 12.38 DOWNSTREAM (FEET) 11.40
FLOW LENGTH{FEET).. 195.00 MANNING'S N.. 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.8 INCHES
PIP3-FLQW VELOCITI(FEET/SEC.).. 7.19
GIVEN PIPE DIAMETER(INCHl .. 36.00 NUMBER OF PIPES 1
PIPE-P'LOW(CFS).. 40.61
PIPE TRAVEL TIME(MIN.l... 0.45 Tc(MIN.).. 11.46
LONGEST F1..oWPATH FROM NOPE 0.00 TO NODE 19.00.. 2149.76 FEET.
+- ~ ~ ~. ~.. -. -....... - - -..... ~. ~.. - -.. - - ~ - - - - ~. - - - - - - - - - - -. - -. - - ~ - - - - ~ ~.. - - --+
I START FLONS IN n:EZ
----, ._~_.. +. -.~. .+...+.- -- ~---------- ------- - -----> ---- - -------------+
FLOW PROCESS FROM NODE 7.00 TO NODE 34.00 IS CODE.. 21 \J
mu ___ 0 0 0..000 u 0 0 0 u 0 uum u uo OUUU 0 0 UUUOUUUO 0 U muuuumo 1-"1-
,.,.,.,.,.RATIONAL METHOD INITIAL SUBAREA ANALYSIS",,,,,,,,,,,,,
ASSUMED INITIAL SUBAREA UNI FORM
DEVELOPMENT IS COMMERCIAL
TC '" K"[(LENGTHU3)/lELEVATION CHA.VGE)]"".2
INITIAL SUBAREA FLOW-LENGTH. 795.00
UPSTREAM ELEVATION.. 70.30
DOWNSTREAM ELEVATION. 55.58
ELEVATION DIFFERENCE.. 14.. n
TC.. O.30)"[{ 795.00U)l/l 14.72)]**.2 9733
10 YEAR RAINFALL INTENSITY (INCH/HOUR) _ 2.419
\~
Printed: 06/28/2005 10:10:56 AM AM
Page 8 of9
Modified: 06/28/2005 10:06:54 AM AM
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COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT c .8821
SOIL CLASSIFICATION IS "C'
SUBAREA RUNOFF(CFSJ "' 2.60
TOTAL 'AREA (ACRES) .. 1.22 TOTAL RUNOFF(CFSl 2.60
FLew PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE.. 61 \.J "2...
--.----------------------------------------------------------------------.--,.....",
>,.>:>>COMPUTE STREET FLOW TRAVEL TIME THRlJ SUBAREA",<<""",
>>>>> (STllNDARD CURB SECTION USED] c<<<<
UPSTREAM ELEVATION{FEET).. 55.58 DOWNSTREAM ELEVATION (FEET)
STREET LENGTH(FEET)oo 470.00 CURB HEIGHT(INCHES) 6.0
STREET HALFWIDTH (FEET) .. 48.00
46.09
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET)
INSIDE STREET CROSSFALL(DECIMAL).. 0.020
OUTSIDE STREET CROSSFALL(DEClMAL) 0.020
43.00
SPECIFIEr' NUMBER OF HALFSTREETS CARRYING RUNOFF 1
STREET PARKWAY CROSSFALL (DECIMAL) 0.020
Mar.ning's FRIC"rrON FACTOR for Streetflow Section(curb-to-curb) 0.0150
Mar.ning'lI FRICTION FACTOR for Back-of-Walk Flow Section.. 0.0200
H'I'RAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.29
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW,
STREET FLOW DEPTH(FEE't). 0.32
F..AI.FSTREET FLOOD WIDTH (FEET) . 9.66
AVERAGE FLOW VELOCITY(FEET/SEC.).. 3.13
PRODUCT OF DBPnU.vELOCITY(FT*FT/SBC.).. 1.00
STREET FLOW TRAVEL TIME(MIN.).. 2.50 Tc(MIN.) 12.24
10 YEAR RAINFALL INTENSITY(INCH/HOUR) .. 2.133
COMMERCI1>.L DEVELOPMENT RUNOFF COEFFICIENT.. .8803
SOIL CLASSIFICATION IS "C"
SUBAREA AREA(ACRES).. 0.73 SUBAREA RUNOFF(CFS) .37
TOTAL.AREA(ACRES).. 1.95 PEAK FLOW RATE(CFS) 3.97
END OF Sl1BAREA STREET FLOW HYDRAULICS,
DEPTH (FEET) .. 0.34 HALFSTREET FLOOD WIDTH (FEET) .. 10.50
FLOW VELOCITY(FEET!SEC.).. 3.26 DEPTH*VELOCITY(FT*FT!SEC.) 1. 09
LONGEST FLQWPATH FROM NODI: 7.00 TO NODE 35.00. 1265.00 FEET.
................*.*.*.......*...................................................
. _ ~~ _ :~~~:: _ ~~ _ ~~~ _ _ _ _ _~:: ~~ _ ~ _ ~~~ _ _ _ _ _ ~~: ~~ _:: _ ~~~ _: _ _~: _ _ _ _ u _ ~
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>> (STJ.NDARD CURB SECTION USED) <<<<<
UPSTREAM ELEVATlON(FEET).. 46.09 DOWNSTREAM ELEVATION (FEET)
STREET LENGnI(FEET).. 380.00 CURB HEIGHT (INCHES) 9.0
STREET HALFWIDTH(FEET) .. 34.00
40.21
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAX(FEET)
INSIDE STREET CROSSFALL(DECIMAL). 0.020
OUTSIDE STREET CROSSFALL (DECIMAL) 0.020
29.00
SPECIFIED NUMBER OF RALFSTREETS CARRYING RUNOFF
STREET PARKWAY CROSSFALL(DECIMALJ 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150
Manning'E: FRICTION FACTOR for Back-of-walk Flow Section 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFs) 4.74
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW,
STREET FLOW DEPTH (FEET) .. 0.32
HALFSTF.EET FLOOD WIDTH(FEET).. 8.31
AVERAGE FLOW VELOCITY(PEET!sEC.).. 2.69
PRODUCT OF DEP'I'H&VELQCITY(FT.FT/SEC.)" 0.87
STREET FLOW TRAVEL TIME{MIN.).. 2.35 Tc(MIN.) 14.59
10 YEAP. RAINFALL INTENSITY (INCH/HOUR) " 1.936
COMMERCIIt.L DEVELOPMENT RUNOFF COEFFICIENT. .8787
SOIL CIAClSIFICATION IS "C"
SUBAREA 1IREA{ACRES). 0.90 SUBAREA RUNOFF(CFS) 1.53
TO';'AL AREA(ACRES).. 2.85 FEAK FLOW RATE(CFS) 5.51
END OF SUBAREA STREET FLON HYDRAULICS,
DEPTH (FEET) .0.34 HALFSTREET FLOOD WIDTH (FEET) " 8.99
FLOW VELOCITY(FEET!SEC.) ~ 2.76 DEPTH*VELQCITY(FT*FT!SEC.) 0.93
LONGEST FLOWPATH FROM NODE 7.00 TO NODE 36.00.. 1645.00 FEET.
END OF STIJDY SUMMARY,
TOTAL AREA(ACREs)
PEAK FLOW RATE (CFS)
2.85 TC(MIN.) .
5.51
14.59
END OF RATIONAL METHOD ANALYSIS
1
\'\
Printed: 06/28/2005 10:10:56 AM AM
Page 9 of 9
Modified: 06/28/200510:06:54 AM AM
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..............**.......**"...............,,*.......................**.........,,*.....................
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTJi.OL " WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANlJAL
(el Copyright 1982~2000 Advanced Engineering Software (aes)
Ver. I.SA Release Date. 01/01/2000 License ID 1264
Analysis prepared by,
RBF " Associates
14725 Alton Parkway
Irvine, CA 92618
....."..."".."*..."',,............ DESCRIPTION OF STUDY ..**.**....******....**........
.. NORTH PIJ.ZA
.. 100-Q DEVELOPED
.. ONSlTE STORM DRAIN SYSTEM
.."***..........***.*******.........*****,,..****..***........*****..********..*...
FILE NAME. 44ll00.DAT
TIME/DATE OP STUDy, 10,02 06!2S/:l00S
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION,
USER SPECIFIED STORM EVENT{YEAA) .. 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) . 18.00
SPECIFIED PERCENT OF GRADIEN'I'S(DECIMAL) TO USE FOR FRICTION SLOPE. 0.90
10~YEAR STORM 10-MINUTE INTENSITY(INCB/HOUR). 2.360
10~YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) . 0.880
100~YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR}. 3.480
100~Y&AR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE. 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE. 0.5495536
COMPUTED RAINFALL INTENSITY DATA.
STORM EVENT. 100.00 l~HOUR INTENSITY(INCH/HOUR). 1.300
SLOPE OF INTENSITY DURATION CURVE . 0.5496
RCFC&.WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE,' cot~PUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
. AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
.USER~DEFINED STREET-SEcrIONS FOR COUPLED PIPEFLOW AND STREE'rFLOW MODEL.
,HALF. CROWN TO STREET-CROSSFALL, CURB GUTTER-GEOMETRIES. MANNING
I WIDTH CROSSFALL IN- I OUT-/PARK. HEIGHT WIDTH LIP HIlCE FACTOR
NO. (FT) (FT) SIDE I SIDEI WAY (FT) (FT) (IT) (FT) (n)
1
30.0
0.018/0.018/\1.020
0.67
2.000.03130.1670.0150
20.0
GLOBAL STREET FLOW-DEPTH CONSTRAINTS I
1. Relative Flow-Depth.. 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth).(Velocity) Oonstraint. 6.0 (FT.FT/S)
.SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUA:' TO THE UPSTREAM TRIBUTARY PIPE..
............................................................................
_ ~ ~ _ :~~~:: _ ~~ _ ~~~~ _ _ _ _ _ ~ ~: ~~ _ ~ _ ~~~~ _ _ _ _ _ _:: ~~ _~: - :~~~ ~: ~ -~: - - - u _ _ _ _ _ '1-\
>>:>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS"""""
............~.=cc==c===.....................................................................=........
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC.. X.[(LENGTHu3)/(ELEVATION CHANGE)]u.2
INlTIAL SUBAREA FLOW-LENGtlI. 250.00
UPSTREAM ELEVATION. 74.J5
DOWNSTRE-~ ELEVATION. 71.31
ELEVATION DIFFERENCE .. 3.04
TC.. 0.303.[( 250.00..J}/( 3.04)Ju.2 6.665
100 YEAR RAINFALL INTENSITY(INCH/HOUR) .. 4.349
COMMERCIM. DEVELOPMENT RUNOFF COEFFICIENT. .8891
SOIL CLASSIFICATION IS ~C.
SUBAREA RUNOFF(CFS) .. 1.51
TOTAL AREA (ACRES) . 0.39 TOTAL RUNOFF(CFS} 1.51
..............................................................................
-- ~~ _:~~:~:: - ~~~ - ~~~~- - - ~ - ~:: ~~ - ~ - ~~~~ - - - - - - ~: ~~ _:: - ~~~ _: - -~:. - ~ - - - - - - - ~ ~ - \
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA"""""
>>>>>(STANDARD CURB SECTION USED)"""""
==..~=........=...............................................................ccc====~..=...=....
UPSTREAM ELE'V"ATION(FEET).. 71.31 DOWNSTREAM ELEVATION(FEET)
STREET LENGTII(FEET) . 1035.00 CURB HEIGHT(INCHES) 6.0
STREET HALPWIDTH{FEET) . 28.00
20.86
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
IKSIDE STREET CROSSFALL(DECIMAL) .. 0.020
Ol.i"I'SIDE STREET CROSSFALL(DECIMAL) 0.020
23 00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
STREET PARKWAY CROSSFALL(DECIMAL) O. OJO
Manning'S FRICTION FACTOll for Streetflo\ll Section(curb-to-curb)
Manning's FRICTION FACTOll for Back-Of-Walk FlOW" Section 0.0200
0.0150
..TRAVEL TIME COMPUTED USING ESTIMATED FLQW(CFS)
'STREETFLOW MODEL RESULTS USING ESTIMATED FLOW,
STREET FLOW DEFI'H(FEET) . 0.28
HALFSTREET FLOOD WIDTH (FEET) . 7.56
AVERAGE FLOW VELOCITY(FEET/sEC.}. 4.36
'PRODUCT OF DEPtlI&.VELOCITY(FT.FT/SEC.). 1.21
STREET FLOW TRAVEL TIME(MIN.}. 3.96 Tc(MIN.)
100 YEAR RAINFALL INTENSITY(INCH/HOUR) . 3.366
COMMERCIAL DEVELOPMENT RUNOFP COEFFICIENT. .8864
3.01
10.62
/
'lP
Printed: 06/28/2005 10: 1 0:56 AM AM
Modified: 06/28/200510:02:41 AM AM
Page 1 of9
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SOIL CLASSIFICATION IS ~C"
SUBAREA AREA (ACRES) 1.00
TOTAL AREA(ACRES) c 1.39
SUBAREA RUNOFF (CFS)
PEAK FLOW RATE (CFS)
2.98
4.49
END OF SUBAREA STREET PLOtl KYDRAULICS,
DEPTH (FEET) .. 0.31 HALFSTREET FLOOD WIDTH(PEET).. 9.09
FLOW VELc.CITY(FEET{SEC.) .. 4.76 DEPTH*VELOCITY(FT*FT/SEC.) 1.47
LONGEST FLOWPATII FROM NODB 0.00 TO NODE 2.00.. 1285.00 FEET.
FLOW PROCESS FROM NODE
2.00 'I'O NODE
2.00 IS CODE ..
>>>,>DES!GNATE INDEPENDEN"! STREAM FOR CONFLUENCE"""""
TOTAL NUMBER OF STREAMS.. 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE I
TIME OF CONCENTRATION(MIN.) .. 10_62
RAINFALL INTENSITY(INCH/HR).. 3.37
TOTAL STREAM AREA (ACRES) .. 1.39
PEJ>K FLOW RATE (CFS) AT CONFLUENCE.. 4.49
.....................**..................****.........*******...*.************.*.*.....
FLOW PROCESS FROM NODE 5.00 TO NODE 2.00 IS CODE..:n Op_ \
_________________________________________________________________________1._
~~~~:>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC.. K*I(LENGTH**3)/(ELEVATION CHANGE)}**.2
INITIAL SUBAREA FLOW-LENGTH.. 675.00
UPSTREAM ELEVATION.. 41. 65
DOWNSTREAM ELEVATION.. 20.75
ELEVATION DIFFERENCE ~ 20.90
TC.. 0.303*[( 675.00**3l/( 20.90lJ**.2", 8 225
100 YEAR RAINFALL INTENSITY(JNCH/HOUR) .. 3.874
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.. .8879
SOIL CLASSIFICATION IS .C~
SUBAREA P.UNOFF(CFSl .. 2.37
T07AL ARF.A(ACRESl .. 0.69 TOTAL RUNOFF(CFS)
2.37
**********..**..****************.....o,*o,***o,o,o,o,*o,**o,*********************o,****
FLOW PROCESS FROM NODE
2.00 TO NODE
2.00 IS CODE ..
:>:>:>:>:>PESIGNATE 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.).. 8.23
RAINFALL INTENSITY (INCH/HR) ~ 3.87
TOTAL STREAM AREA (ACRES)" 0.69
PEAK FLOW RATE(CFS) AT CONFLUENCE.. 2.37
** 'CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 4.49
2 2.37
To
(MIN.)
10.62
8.2.3
INTENSITY
( INCH/HOUR)
3.366
3.874
AREA
(ACRE)
1.39
0.69
** *..**** ** * ** ***** ***************WARNING*** * *** *********** * ** ****** * * * * * **
IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASED
ON'THE RCFC&.WCD FORMULA Oll' PLATE 0-1 AS DEFAULT VALUE. nns FORMtJIJ\..
WILL NOT NECESSARILY RESULT IN nlE MAXIMUM VALUE OF PEAK FLOW.
***..*****..****************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
* * PEAK FLOW RATE TABLE * *
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 5.85 8.23
2 6.55 10.62
IN?ENSITY
( INCH/HOUR)
3.874
3.366
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 6.55 Tc(MIN.).. 10 62
TOTAL, AREA (ACRES) .. 2.08
LONGEST FLQWPATH FROM NODE 0.00 TO NODE 2.00
1285.00 FEET.
FLOW PROCESS FROM NODE
2.00 TO NODE
6.00 IS CODE.. 41
:>,.,.~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SI.1BAREA<<<<<
:>:>:>:>:>USING USER-SPECIFIED PIPESIZE {EXISTING ELEMENT} <<<<<
ELEVATION DATA: UPSTREAM (FEET) .. 15.84 DOWNSTREAM (FEET) 15.66
FLOW LENGTH(FEETl.. 37.60 MANNING'S N.. 0.013
DE?TH OP FLOW IN 24.0 IN::H PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/sEC.).. 4.58
GIVEN PIPE: DIAMETER(INCH) ~ 24.00 NUMBER OF PIPES
PIPE-FLOIHCFS} .. 6.55
PIPE TRAVEL TIME(MIN.).. 0.14 TcfMIN.).. 10.76
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 _ 1322.60 FEET.
FLOW PROCESS FROM NODE
6.00 TO NODE
6.00 IS CODE.. 10
........:>MAJlI-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
~~~~~~~~*~~~~~~~~~~~**~~~~~.~*~~*~***~**************~*~****~*~***~********.*
FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE.. 21 ~~_,-
Printed: 06/28/200510:10:56 AM AM Modified: 06/28/200510:02:41 AM AM
z,,\
Page 2 019
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>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSlS~<<<<
. ASSUMED INITIAL SUBAREA UNIFORM
. DEVELOPMENT IS COMMERCIAL
TC.. K*[(LENGnI**31!(ELEVATION CHANGE)]...2
INITIAL SUBAREA FLOW-LENGTH.. 1000.00
UPS'I'REAM ELEVATION.. 70.30
DOWNSTREAM ELEVATION.. 20.75
ELEVATION DIFFERENCE.. 49.55
TC .. 0.)03*[( lOOD.OOUl)/< 49.55)]....2 8.761
100 YEAR RAINFALL INTENSITI(INCH!HOUR) .. ).742
COMME'RCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8876
SOIL CLASSIFICATION IS wcw
SURAREA RUNOFPCCFS) .. 3.3<l
TOTAL AREA (ACRES) .. 1.00 TOTAL RUNOFF(CFS) 3.32
***.".**..****........***..*********............**.......****.********.*********"..**.,,***...
FLOW PROCESS FROM NODE
8.00 TO NODB
8.00 IS CODE ..
>>>>>DESIQNATE INDEPENDEN'l' STREAM POll. CONFLUENCEc",..,,",
TOTAL NUMBER OF STREAMS.. 2
CONFL1JENCE VALUES USED FOP. INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.}.. 8.76
RAINFALL INTENSITY( INCH/HR).. 3.74
TOTAL STREAM AREA(ACRES).. 1.00
PEAK FLOW RATE(CFS} AT CONFLUENCE.. 3.32
........................................................................................................................'00
FLOW PROCESS FROM NOOB 9.00 TO NODE 8.00 IS CODE.. 21 ,..-t-2,....
- --- ------ -- ----------- - -- - - - ------ -- -- -- ---- ------ - --- ----~---- ------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSISccccc
I ASSUMED INITIAL SUBAREA UNIFORM
, DEVELOPMENT IS COMMERCIAL
TC = K"!(LENGTHu3l/(ELEVATION CHANGE}] **.2
INITIAL SUBAREA FLQW.LENG'I1!.. 675.00
UPSTREAM ELEVATION .. 41.65
DO'wmSTREAM ELEVATION.. 20.75
ELEVATION DIFFERENCE.. 20.90
TC = 0.303.[( 675.00**3)/( 20_90}1**.2 8.225
100 YEAR RAINFALL INTENSITY'(INCR/HOUR}.. 3.874
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8879
SOIl. CLASSIFICATION IS "C.
SUBAREA RUNOFF(CFS) .. 2.37
TOTAL 'AREA (ACRES) .. (.1.69 TCTAL RUNOFF(CFS) 2.37
...................................................................................................................................................
FLOW PROCESS FROM NODE
8.00 TO NODE
8.00 IS CODE.. 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEccccc
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESccccc
TOTAL NUMBER OF STREAMS.. 2
CONFLUENCE VALUES USED FOP. INDEPENDENT STREAM 2 ARE,
TIME OF CONCENTRATION(MIN.).. 8.23
RAINFALL INTENSITY{INCH/HR) = 3.B7
TOTAL STREAM AREA(ACRES}., 0.69
pEAK FLOW RATE(CFS) AT CONFLUENCE.. 2.37
u CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 3.32
2 2.37
To
(MIN.)
B.76
8.23
INTENSITY'
( INCH/HOUR)
3.742
3.874
AREl\
(ACRE)
1.00
0.69
.................. ...................................... .........WARNING........ ............. ....... ..... ........... ................
IN jTHIS COMPUTER PROGRAM, 'THE CONFLUENCE VlU.UE USED IS BASED
ON ,THE RCFCr.WCD FORMUl.A 01' PLATE 0-1 AS DEFAULT VALUE. nns FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
..................................................................................................................................
RJ\.INFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
.... PEAK
STREAM
NUMBER
1
,
FLOW RJ\.TB TABLE ...
RUNOFF Tc:
(CFSl (MIN.)
5.49 8.23
5.61 8.76
INTENSITY
(INCH/HOUR)
3.874
3.742
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS,
pEAK FLOW RATE(CFS) 5.61 TC:(MIN.)..
'I'O'tAL 'AREA (ACRES) .. 1.69
LONGEST FLOWPATH FROM NODE 7.00 TO NODE
8.76
8.00
1000.00 FEET.
FLOW PROCESS FROM NODE
8.00 TO NODE
6.00 IS CODE.. 41
:>>>>>COMPUTE PIPE-FLOW TRAVEL TIME TIlRU SUBAREAccccc
>>>>>USIl'G USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ccccc
ELEVATION DATA, UPSTREAM (FEET) .. 15.85 OOWNSTRBAM(FEET) 15.66
FLOW LENGTH(FEET).. 33.50 MAh"NING'S N.. 0.013
VEl'TIt OF FLOW IN 24.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY'(FEET/SEC.}.. 4.68
GIVEN PIPE DIAMETER(INCH) . 24.00 NUMBER OF PIPES
PIl'E-F.LQW(CFS) .. 5.62
PIPE TRAVEL TIME(MIN.).. 0.22 Tc:(MIN.).. 8.88
LONGEST FLQWPATIt FROM NODE 7.00 TO NODE 6.00.. 1033.50 FEET.
z;-
Printed: 06/28/200510:10:56 AM AM
Page 3of9
Modified: 06/28/200510:02:41 AM AM
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**..*******....*.****.****"....********.**.*******..............*..*....**........
FLCW PROCESS FROM NODE
6.00 TO NODE
6.00 IS CODE.. 11
7>
I
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY,,<<,,<
..==..==..=====....**....=====..==-=___..===========_......=....=====....._.__aa......=........=._.
.u MAIN
STaW!
""""ER
1
LONGEST
STREAM CONFLUENCE . DATA .. *
RUNOFF Tc INTENSITY
(CFS) CMIN.) (INCH/HOUR)
5.61 8.86 3.715
FLOWPATH FROM NODE 7.00 TO NODE
AREA
(ACRE)
1.69
6
00 .
1033.50 FEET.
.. MEMORY BANK . 1 CONFLUENCE DATA ....
STaW! RUNOFF To INTENSITY AREA
""""ER (CFS) (MIN.) { INCH/HOUR} (ACRE)
.1 6.55 10.76 3.343 2.08
LONGEST FLQWPATH FROM NODE 0.00 TO NODE 6.00 13:<:41.60 FEET.
**............................**....WARNING.........*.......*.....*,,*.**....*.*
IN ,THIS C:)MPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON II'HE RCPC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
..........".."""""""""""""....""""...."..."........"".."""."..."""""""""""".."..".........."""""....
.... 'PEAK FLOW RATE
STREAM RUNOFF
NUMBER (CFS)
.1 11.02
.2 11.61
TABLE ....
To
(MIN.)
B.BB
10.76
INTENSITY
(INCH/HOUR)
3.715
3.343
COMPUTED CONFLUENCE
PEAK PLOW RATE(CFS)
TOTAL ARE.-II,,(ACRES) .
ESTIMATES ARE
11.61
3."17
AS FOLLOWS,
Tc(MIN.) .
10.76
""""*"*..".."..".."..""""""*"""".............""""""............"...."",,,,,,*,,...................."""....*****...
FLOW PROCESS FROM NODE
6.00 TO NODS
6.00 IS CODE. 12
>>>>>CLEAR MEMORY BANK # 1 """""
~........===~-~.........._--==......__....=.=_._.__._-------..-------.----..
****...........""."*.***....."**"",,*,,.*.....*****,,*,,,,***................"".************"
FLOW PROCESS FROM NODE
6.00 TO NODE
12.00 IS CODE _ 41
>>>>"COMP"'JTE PIPE-FLOW TRAVEL TIME TIIRU SUBAREA""",,",
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)"""""
..~-~._=-===-==.__._-~====-_..__..._--~=.=.__..__.._====---=.-...-------==--
ELEVATION DATA, IJPSTREAM(PEET). 15.64 OOWNSTREAM(PEET) 14.50
FLOW LENGTH(FEET) _ 227.16 MANNING'S N _ 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES
PIPE. FLOW VELOCITY(FEET/SEC.). 5.33
GIVEN PIPE DIAMETER (INCH) . 24.00 NUMBER. OF PIPES 1
PIPE-FLOW (CFS) _ 11.61
PIPE TRAVEL TIME(MIN.). 0.71 TC(MIN.) _ 11.47
LONGEST FLOWPATH FROM NOD! 0.00 TO NODE 12.00 _ 1549.76 FEET.
*........................***........".."........*....**.....................*.........................."................................*..
FLOW PROC3'SS FROM NODE
12.00 TO NODE
12.00 IS CODE _ 10
>>>,,>MAIN.STREAM MEMORY COPIED ONTO MEMORY BlINK It 1 """""
.-.--.--.=-----....-----...---.....----..-.......------.-=----.-.-..-------.
................*..*..................................*..............",,***................................................*.......**........~
FLO'''' PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE _ :n '{""""
---------------.-.--------------..------------...-------.-.-.-.....-.-------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS"""""
..---.------.....-----------------..--------=-=---.---_._--=.===-_._-------~
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC . K*[(LENGTH**3)/(ELEVATION CHANGE))*'*.2
INITIAL SUBAREA FLOW-LENGTII _ 700.00
UPSTREAM ELEVATION _ "/0.00
DOWNSTREAM ELEVATION _ 55.00
ELEVATION DIFFERENCE _ 15.00
TC.0.303*[{ 700.00*'*3)/( 15.00)]*'*.2 .983
100 YEAR RAINFALL INTENSITY(INCR/HOUR) _ J .691
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT. .BB74
SOIL CLASSIFICATION IS .C.
SUBAREA RUNOFF(CFS) _ 1:2 .45
TOTAL AREA(ACRES) _ 3.BO TOTAL RUNOFFlCFS)
12.45
***.****....".."*,,....**....**..........************..***..*******.....*....*.......*.*****......**
FLO'" PROCESS FROM NODE
14.00 TO NODE
15.00 IS CODE _ 41
>>>,.>COMPUTE PIPE-FLOW TRAVEL TIME TIIRU S\JBAREA"""""
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) """""
---~._-.__.-.~-__.._____.:..__.____.z__~..~_________c.__._____________.._._.
ELEVATION DATA: UPSTREAM (FEET) . 49.24 DOWNSTREAM (FEET) 42.5B
FLOW LENGTH(FEET} _ 170.00 MANNING'S N _ 0.013
DEPTH OF FLOW IN 24.0 INCa PIPE IS B.9INClJES
PIPE-FLOW VELOCITY(FEET/SEC.) ~ 11.74
GIVEN PIPE DIAMETER(INCIJ) z 24.00 NUMBER OF PIPES 1
PIP3-FLOW(CFS). 12.45
PIPE TRAVEL TIME(MIN.}. 0.24 Tc(MIN.) _ 9.22
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 B70. 00 FEET.
""*********.***********"**.***..."....".*****"*****......*"",,***..***************
FLOW PROCESS FROM NODE
15.00 TO NODE
15.00 IS CODE _
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE"""""
_._.._._C_=_~...__._________Z__=.:..m___..___c___~__c___________~_.___zz..._
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE,
Printed: 06/28/2005 10:10:56 AM AM
Modified: 06/28/200510:02:41 AM AM
Page 4 of 9
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TIME OF CONCENTRATrON(MIN.) c 9.22
RAWFlILL INTENSITY(INCH/HRl = 3.64
TOTAL STREAM AREA(ACRESj.. 3.80
PEAK FLOW RATE(CFS) AT CONFLUENCE _
12.45
**;;';;*;;;;;;;*;;~~*;~;HU*~;~~~*;*;~;*hU~;~~~*;;*;~;*:**;;*********8,
-----------------------------.----------------------..--------------------_.'"
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
==._~._====...=.=======..=.=====....==========....====-........---.......--
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC. K*[(LENGTH**3j/(ELE'VATION CHANGE}] **.2
INITIAL SUBAREA FLOW-LENGTH. 420.00
UPSTREAM In.EVATION . 61. 00
DOWNSTREAlI( ELEVATION.. 51.00
ELEVATION DIFFERENCE _ 10.00
TC .. 0.303* [( 420.00....3l/( 10.00)].....2 _ 7.170
100 YEAR RAINFALL INTENSITY{INCH!HOUR) " 4.178
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT _ .8887
SOIL CLASSIFICATION IS nc"
SUBAREA RUNOFF(CFS) .. 6.69
TOTAL AREA(ACRES) . 1.80 TOTAL RUNOFF(CFS) 6.68
........................................*....************************************....*********..*..***
FLOW PROCESS FROM NODE
15.00 TO NODE
15.00 IS CODE ..
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE",,,,,,,,,,,,,
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES",,,,,,,,,,,,,
"''''''.''...~.......'''..........a..........",,,,=,,,.......,,,,,,====........"'."''''=.......''''''.
TOTAL NUMBER OF STREAMS '" 2
CONFLUENCE VALUES USEe FOR INDEPENDENT STREAM 2 ARE I
TIME OF CONCENTRATION (MIN.). 7.17
RAINFALL INTENSITY(INCH/HR). 4.18
TOTAL STR.3AM AREA{ACRES). 1.80
PEAK FLOW RATE[CFS) AT CONFLUENCE. 6.68
.. * CONFLUENCE DATA
STREAM RUNOFF
NUMBER [CFS)
.1 12.4.5
2 6.68
To
[MIN_)
9.22
7.17
INTENSITY
[ INCH/HOUR)
3.638
4..178
AREA
(ACRE)
3.80
1.80
..********.......***********....**..****..WARNING**..*................**...****................****......
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
..*******....**..******..................**..........**........................***..*..*....****....*..............**
RAINFALL INTENSITY AND TIME OF CONCENTRATION RA'I'IO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
,1
,
FLOW RATE TABLE H
RUNOFF Tc
(CFS) (MIN.)
16.36 7.17
18.27 9.22
INTENSITY
(INCH/HOUR)
4..178
3.638
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS,
PEAK FLOW RATE{CFS) 18.27 Tc{MIN.).
TOTAL AREA(ACRES) . 5.60
LONGEST FLOWPATH FROM NODE 13.00 1'0 NODE
9.22
15.00
870.00 FEET.
*****..*****..***..........................*..**........*..****..**********....*****..*********....*..*..
FLOlf PROCESS FROM NODE
15.00 1'0 NODE
17.00 IS CODE. 41
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
..."'======="'........==...=........=..."'...........=......................."'........
ELEVATION DATA, lJPSTREAM{FEET). 4.5.06 OOWNSTREAM(FEET) 36.70
FLOW LENGTiHFEET). 165.00 MANNING'S N. 0.013
DEPTII: OF l'LQW IN 24..0 INCH PIPE IS 10_2 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.).. 14..31
GIVEN PIPE DIAMETER(INCH) '" 24..00 NUMBER OF PIPES 1
PIPE-FLQW(CFS) . 18_27
PIPE TRAVEL TIME(MIN.).. 0.19 Tc(MIN.). 9.4.2
LONGEST FLOWPATH FROM NODE 13.00 1'0 NODE 17.00. 1035.00 FEET_
......*..""..*.....-....***..*..*....***...................*..*.................****..*........*..*......****........**......*
FLOli PROCESS FROM NODE
17.00 TO NODE
17.00 lS CODE =
---~--- - --------.- .--- - ----- -- - --------- ---------- -._----- - - - ----- - --------
>>>>..DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
~.........="'.~=.....~.......~=g........===~~...........s.............................
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE,
TIME OF CONCENTRATION(MIN.) '" 9.42
RAINFALL INTENSITY(INCH!HR). 3.60
TOTAL STREAM AREA (ACRES) . 5.60
PEAK FLOW RATE(CFS) AT CONFLUENCE.. 18.27
..****............................*....**........"'*..****..............***..******........*......*..*..................*:\*-
FLOW PROCESS FROM NODE 18.00 TO NODE 17.ClO IS CODE. 21 t"'t
---------------.._-----------._---------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<",,,,
.........K......."'......g..K......=.....~....=.=..=...~............=.................~.."'......
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC -- K*[(LENGTIlu3)!(ELEVA7ION CHANGE)].....2
INITIAL SUBAREA FLOW-LENonl.. 390.00
UPSTREAM ELEVATION . 5-" . 00
DOWNSTREAM ELEVA TI ON 4. 0 . 80
ELEVATION DIFFERENCE. 12.20
zA
Printed: 06/28/200510:10:56 AM AM
Modified: 06/28/2005 10:02:41 AM AM
Page 5 019
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TC" 0.303*[( 390.00U))/C 12.20))**.2.. 591
100 YEAR RAINFALL IN'I'ENSITI(INCH/HOUR) .. 4.376
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8892
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFSj .. 5.54
TOTAL 'AREA (ACRES) .. 1.68 TOTAL RUNOFF(CPSJ
6.54
..........**......*...............****...***...........**...........**...........
FLOW PROCESS FROM NODE
17 .00 TO NODE
17.00 IS CODE.. 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE,,<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES".;<<<
...........................-----............==-......==......==.....-..-..............---------..--------=-....
TOTAL NUMBER OF STREAMS.. 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE,
TIME OF CONCENTRATION(MIN.).. 6.59
RAINFALL INTENSITY{INCB/HR).. 4.38
'tOTAL STREAM AREA (ACRES) .. 1-68
PEAK FLOW RATE{CPS) AT CONFLUENCE" 6.54
U CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 18 .27
.2 6.54
To
(MIN.)
9.42
6.59
INTENSITY
( INCH/HOUR)
3.597
4.376
AREA
(ACRE)
5.60
1.68
****................**....*................................WARNIN\3**..............................*********................
IN ,THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON mlE RCFC&WCD FORMULA Of' PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
********............................*..*........*.....................................................................*******......**
RAIRFALL INTENSITY" AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2: STREAMS.
** ;PEAK
STREAM
NUMBER
,
.,
FLOW RATE
RUNOPF
(CFS)
19.32:
23.64
TABLE U
To
(MIN.)
6.59
9. 4~'
INTENSITY
( INCH/HOUR)
4.376
3.597
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS} 23.64 Tc(MIN.)..
TOTAL AREA (ACRES) .. 7.28
LONGEST FLOWPA11I FROM NOD!: 13.00 TO NODE
9.42
17.00
1035.00 FEET.
........*...*........*************..**.*************************........*******************
FLOW PROCESS FROM NODE
17.00'10 NODE
12.10 IS CODE.. ~1
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA"""""
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) "u""
......~...-............................._.._.........................................................
ELEVATION DATA, UPSTREAM (FEET) . 36.70 DOWNSTREAM (FEET) 21.10
FLOW LENGTH(FEET). 390.00 MANNING'S N. 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(PEET/SEC.) .. 13.99
GIVXN PIPE DIAMETER(INCH) . 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS). 23.64
PIPE TRAVEL TIME(MIN.). 0.46 Tc:(MIN.). 9.88
LOOOEST FLOWPA11I FROM NODE 13.00 TO NODE 12.10 1425.00 FEET.
*****,****..*....*..*****..*....*****..................****........***.........................*......***......................
FLOW PROCESS FROM NODE
12.10 TO NODE
12.10 IS CODE.. 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE"""""
==.......................=............................=................=.............................
TOTAL NUMBER OF STREAMS. 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE,
TIME OF CONCENTRATIONUIlIN.). 9.88
RAINFALL INTENSITY(INCH/HR). 3.50
TOTAL STREAM AREA(ACRES).. 7.28
PEAK FLOW RATE(CFS) AT CONFLUENCE. 23.64
::~'~:~~~~~~:~~:~~~:::::~~~~~:~:~~~~:::::~~~~~:~~:~~~::::~~::::::~:
>>>>",RATIONAL METHOD INITIAL SUBAREA ANALYSIS"""""
................-..............................................................-......................
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC. K*[(LENGTH**3)/(ELEVJl.TION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH. 500.00
UPSTREllM ELEVATION. 60.00
DOWNS~~ ELEVATION. 27.40
ELEVATION DIFFERENCE. 32.60
TC _ 0.303*[( SOO.00**3}/( 32.60ll**.2 . 6.285
100 YEAR RAINFALL IN'I'ENSITY(INCH/HOUR) . 4.492
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT z .8894
SOIL CLASSIFICATION IS ~C~
SUBAREA RUNOFF (CFS).. 18.78
TOTAL AREA(ACRES) . 4.70 TOTAL RUNOFF(CFS}
18.78
**....*..************..................*..*..*..***************............*..********************
FLOW PROCESS FROM NODE
11. 00 TO NODE
12.10 IS CODE.
>>>>>DESIGNATE INDEPENDENl' STREAM FOR CONFLUENCE"<<<,,
>>",>",AND -:OMPUTE VARIOUS CONFLUENCED STREAM VALUES"""",,,
TOTAL NUM3ER OF STREAMS.. 2
CONFLUENC::: VALUES USED FOR INDEPENDENT STREAM 2 ARE,
TIME OF CONCENTRATION(MIN.) 6.29
RAINFALL INTENS ITI (INCH/HR) . 4.49
~-5
Printed: 06/28/2005 10: 1 0:56 AM AM
Modified: 06/28/200510:02:41 AM AM
Page 6 of 9
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TOTAL 'STREAM AREA (AeRtS).. 4.70
PEAK FLOW RATE (CPS) AT CONFLUENCE ..
18.78
.... CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 23.64
2 18 .78
To
(MIN.)
9.88
6.29
INTENSITY
{INCH/HOUR}
3.503
4.492
AREA
(ACRE)
7.28
4.70
....*****............******..*....**..........WARNING..*************************1t******.
IN milS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON mlE RCFC&.WCD FORMUlA or PLATE 0-1 AS DEFAULT VALUE. nus FORMUlA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
......*************.**...**.".....,*******..******...*********....***********.-
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** 'PEAK FLOW RATE TABLE U
STREAM RUNOFF Te
NUMBER (CPS) (MIN.)
1 33.81 6.2~
. 2 38 .28 9. B~
INTENSITY
( INCH/HOUR)
4.492
3.503
COMPUTED CONFLUENCE ESTlAATES ARE AS FOLLOWS,
pEAX FLOW RATE(eFS} 38.28 Tc(MIN.)..
TOTAL AREA(ACRES} . 11-98
LOOOEST FLOWPATH FROM NODE 13.00 TO NODE
9.B8
12.10
1425.00 FEET.
.....,....................................................................................................................
f'LOW PROCESS FROM NODE
12.10 TO NODE
12.00 IS CODE. 41
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<<
ELEVATION DATAl UPSTREAM (FEET) . 21.21 DOWNSTR.EAM(FEET) 15.40
FLOW LENGnI(FEET).. 65_00 MANNING'S N. 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.). 21.32
GIVEN PIPE DIAMETER(INCH).. 24.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) .. 38_2E
PIPE TRAVEL TIME(MIN_). 0.05 Tc(MIN.).. 9.93
LOl<<:iEST FLOWPATH FROM NODE 13.00 TO NODE 12.00. 1490 00 FEET.
*****,********.*...*****************..***.***.*.*****************....*********
FLOW PROCESS FROM NODE
n.oo TO NODE
12.00 IS CODE. 11
>>>>>CONFLUENCE MEMORY BANK # 1 WITH nm MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA .*
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 38.28 9.93 3.493
LONGEST FLQWPATH FROM NODE 13.00 TO NODE
AREA
(ACRE)
11.98
12.00
1490.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (HIN.) (INCH/HOUR)
1 11.61 11.47 3.227
LONGEST FLOWPATH FROM NODE 0 . 00 TO NODE
AREA
(ACRE)
3.77
12.00
1549.76 FEET.
****...*******..*************..****.WARNING******....*..*......****.....***********
IN THIS COMPUTER PROGRAM,THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
*..**...*..**....*...******************.**..*.****************..*.***.**.**.***
* * PEAK FLOW RATE TABLE ....
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
. J. 4B .33 9.S3
.2 46.98 11.47
INTENSITY
lINCH/HOUR)
3.493
3.227
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS}
TOTAL AREA(ACRES) ..
ESTIMATES ARE AS FOLLOWS I
48.33 TclMIN.).
15.75
9.93
**********..**********************..*********..*..**..**.*.********.*******..***
FLOW PROCESS FROM NODE
12.00 TO NODE
12.00 IS CODE. 12
>>>>>CLEAR MEMORY BANK # 1 <<<<<
..........................c........======...."c"..._............................=............_..__.
*...***************..*.******************....*****.*...************************
FLOW PROCESS FROM NODE
12.00 TO NODE
27.00 IS CODE. 41
>>>>>COMP11I'E PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USIN:' USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<<
..................................---..........=...................---..........
ELEVATION DATA: OPSTREAM(FEET) 14.40 DOWNSTREAM (FEET) 12.38
FLOW LENGnJ(FEET). 405.00 MANNING'S N. 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY (FEET/SEC.). 6.84
GIVEN PIPE DIAMETER (INCH) .. 36.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) . 48.33
PIPE TRAVEL TIME(MIN.). 0.99 Tc(MIN.). 10.92
LONGEST FLOWPATH FROM NODE 0.00 TO NODB 27.00. 1954.76 FEET.
*********************************.*...*************.****..**.....***.***.***.
'},.ft,
FLNi PROC:SSS FROM NODE
27.00 T:) NODE
27.00 IS CODE.
1
Printed: 06/28/2005 10: 1 0:56 AM AM
Modified: 06/28/2005 10:02:41 AM AM
Page 7 019
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>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
....~..cc.~........................c...=.............=......................
TOTAL NUMBER OF STREAMS" ;!
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRA'I'ION(MIN.j " 10.92
RAINFALL INTENSITY(1NCH!HR).. 3.32
TOTAL STREAM AIU:A(ACRES).. 15.75
PEAK FLOW RATE(CFS) AT CONFLUENCE .. 48.33
...".*************........*******...*********......****...***************."....".......
FLOW PROCESS PROM NODE 26.00 TO NODE 27. DO IS CODE = 21 ...,.-
---------......_-----------.---.--......_-------------------.--------------~
>>>>>P.ATIONAL METIlOD INITIAL SUBAREA ANALYSIS<<<<<
................._=__..._............_...==__..........___za.....__________.
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMJllERCIAL
TC.. K*{(LENGTH**3)/(ELEVATION CRANGE)] **.2
INITIAL SUBAAU FLOW-LENGTH... 525.00
UPSTREAM ELEVATION = 35.00
DOWNSTRE1.M ELEVATION. 14.80
ELEVATION DIFFERENCE. 20.20
TC. 0.303.1( 525.00**3)/( 20.20ll".2 7.122
100 YEAR RAINFALL INTENSITY (INCH/HOUR) a 4.194
COMMERCI;.L DEVELOPMENT RUNOFF COEFFICIENT. .8888
SOIL CLASSIFICATION IS ~C"
SUBAREA RUNOFF(CFS) = 14.91
TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) 14.91
..........*.................................................................
FLOW PROCESS FROM NODE
27.00 TO NODE
27.00 IS CODE ..
","'>",,,,DESIGNATE INDEPENDEN'r STREAM FOR CONFLUENCE<<<<<
",,,,>,,,,,,AND COMPUTE VARIOUS CONFLUENCED STREJ.M VALUES<<<<<
................................................................................................................................
TOTAL NUMBER OF STREAMS.. 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE,
TIME OF CONCENTRATION(MIN.).. 7.12
RAINFALL INTENSITY(INCH/HRl.. 4.19
TOTAL STREAM AREA(ACRES).. 4.00
PEAK FLOW RATE (CFS) AT CONFLUENCE... 14.91
.. ,CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFSl
1 48.33
2 14.91
Tc
(MIN.)
10.92
7.12
INTENSITY
( INCH/HOUR)
3.316
4.194
AREA
(ACRE)
15.75
4.00
.............""""""""""""...."...WARNING""""""""""......"..."...."."""""""
IN'THIS COMPUTER PROGRAM, "THE CONFLUENCE VALUE USED IS BASED
QNTRE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA
WILL trOT NECESSARILY RESU1.T IN THE MAXIMUM VALUE OF PEAK FLOW.
""""""""".""""""""".............""""""""""""""...""..""".""""""""""""."."''''
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA. USED FOR 2 STREAMS.
.'" PEAK
STREAM
NUMBER
1
,
FLOW RATE TABLE ...
RUNOFF Te
(CFS) (MIN.)
46.43 7.12
60.12 10.92
INrENSITY
(INCH/HOUR)
4.194
3.316
~PUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS,
PE}.K FLOW RATE(CFS) 60.12 Te(MIN.).. 10.92
TOTAL AREA (ACRESl . 19.75
LONGEST FLOWPATH FROM NODI~ 0.00 TO NODE 27.00
1954.76 FEET.
.."'..."''''''''''......."".."".""""""""""".""""..""."."."..""""'''''''' """" """...."""...
FLOW PROCESS FROM NODE
27.00 TO NODE
19.00 IS CODE. 41
>>>>>COMPU'l'E FIFE-FLOW TRAVEL TIME TIlRU SUBAREA<<<<<
,.,.,.,.,.USIOO USER-SPECIFIED PIPESIZE (EXISTING ELEMENTl<<<<<
ELEVATION DATA: UPSTREAM (FEET) 12.38 DOWNSTR.EAM(FEET) 11.40
FLOW LENGTH (FEET) . 195.00 MANNING'S N. 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.l.. 8.51
GIVEN PIPE DIAMETER(INCH) . 36.0C NUMBER OF PIPES 1
PIPE-FLOW(CFS) . 60.1:1
PIPE TRAVEL TIME(MIN.). 0.38 Te(MIN.). 11.30
LOt."GEST FLCWFATH FROM NODI! 0.00 TO NODE 19.00 = :/:149.76 FEET.
+-~.~._.- - - --- ---- - - - - -- -- -- -- ----- -------------- - --- - --- ---- ---
I Start Flows on Ynez
--------+
I
+~-- -- .---- --- -- --- - - - - - -- ---- ----~~----------------- - - - ---+- - -------------+
."*"""".""""""''''''''''''''''"'''*"""""""""..""""".'''''''''.""",,,,,,......"""""'."""""''''''''''''''''''''''*''
FLOW PROCESS FROM NODE 7.00 TO NODE 34.00 IS CODE = 21 U
---------------------------.-----------------------------------------------'lll...
,.,.,.,.,.RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
g__._.._...~~__..__~_~===cc=._.=....__._._._....._....c............................._..
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC.. K"I(LENGTH**3)!(ELEVATION CHANGE)lu.2
INITIAL SUBAREA FLOW-LENGTH. 795.00
UPSTREAM E4..EVATION . 70.30
DOWNSTREAM ELEVATION. 55.58
ELEVATION DIFFERENCE. 14. n
TC _ C.303.{( 795.00U3}/( 14.72l1u.2 9.733
100 YEAll RAINFALL INTENSITY(INCH/HOUR}. 3.532
z.1.
Printed: 06/28/200510:10:56 AM AM
Modified: 06/28/2005 10:02:41 AM AM
Page 8 of 9
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COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8869
SOIL CLASSIFICATION IS "e"
SUBAREA RUNOFF{CFS) E 3.82
TOTAL.AREA(ACRESI .. 1.22 TOTAL RUNOFF{CFS) 3.82
.....**.."....**......****..**..**...............***............**.........**..........................
FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 15 CODE., 61 V ~
-----..--------------------------------.------------------------------------ \-
>>:>>>COMPUTE STREET FLOW TRAVEL TIME nlRU SUBAREA<<<<<",
>>>>> (STlllmARD CURB SECTION USED) <<<<<
UPSTREAM ELEVATION(FEET).. 55.56 DOWNSTREAM ELEV1l.TION(FEET)
STREET LENG'I'H(FEET).. 470.00 CURB HEIGHT(INCHES) 6.0
STREET HALFWIDTH (FEET) .. 48.00
46.09
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET}
INSIDE STREET CROSSFALL(DEClMAL) "' 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
43 00
SPECIFIED NUMBER OF HALPSTREETS CARRYING RUNOFF 1
STREET PARKWAY CROSSFALL (DECIMAL) 0.020
Manning's FRICTION FACTOR for Streetflow Section(eurb-to-eurb) 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section _ 0.0200
UTRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.84
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW,
STREET FLOW DEPTH (FEET) _ 0.35
HALFSTKEE'I' FLOOD WIDTH (FEET) _ 11.34
AVERAGE FLOw VELOCITY (FEET/SEC.) .. ~.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.} _ 1.22
STREET FLOW TRAVEL TIME(MIN.).. 2.27 Tc(MIN_) 12.01
100 YEAR RAINFALL INTENSITY(INCH/HOlJR).. 3.147
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.. .8856
SOIL CLASSIFICATION IS "C"
SlJBAREA AREA(ACRES).. 0.73 SUBAREA RUNOFF(CFS) 2.03
TOTAL AREA (ACRES) .. 1.95 PEAK FLOW RATE(CFS) 5.86
END OF SUBAREA STREET FLOW HYDRAULICS,
DEP'nI(FEET) .. 0.37 HALFSTREET FLOOD WIDTH (FEET) .. 12.35
FLOW VELOCITY(FEET/SEC.).. 3.56 DEPTH"VELOCITY(FT*FT/SEC.) 1.33
LONGEST FLOWPATH FROM NODE 7.00 'I'O NODE 35.00.. 1265.00 FEET.
*******..***....*********..*****************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE.. 61 (J W
---------------------------------------.........._--------------------------,...
,.,.,.""COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA"""""
,.,.,.,." (STANDARD CURB SECTION USED) <,,<""
UPSTREAM ELEVATION(FEET).. 46 09 DOWNSTREAM ELEVATION(FEET)
STREET LENGTH(FEET).. 380.00 CURB HEIGHT(INCHES) 8.0
STREET HALFWIDTH(FEETl .. 34.00
40.21
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET)
INSIDE STREET CROSSFALL(DEClMAL) .. 0.020
OUTSIDE eTREET CROSSFALL(DEClMAL) 0.020
29.00
SPECIFI&P NUMBER OF HALFSTREETS CARRYING RUNOFF
STREET PARKWAY CROSSFALL(DEClMAL) 0.020
Manning's FRICTION FACTOR for Streetflow Section(eurb-to-curb).. 0.0150
Manning'S FRICTION FACTOR for Back-of-Walk Flow Section 0.0200
"*TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) 7.00
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW,
STREET FLOW DEPTH (FEET) .. 0.36
HALFSTREET FLOOD WIDTH(FEET).. 10.07
AVERAGE FLOW VELOCITY(FEET/SEC.).. 2.91
PROOlJCT OF DEPTH&VELOCITY (FT"FT/SEC.)"' 1. 05
STREET FLOW TRAVEL TIME(MIN_).. 2.18 Tc(MIN.) 14.18
100 YEAR RAINFALL INTENSITY(INCH/HOlJR).. 2.872
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. _8845
SOIL CLASSIFICATION IS .C'
SUBAREA AREA(ACRES).. 0.90 SUBAREA RUNOFF(CFS) 2 29
TOTAL AREA (ACRES) . 2.85 PI':AA FLOW RATE(CFS) 8.1.4
END OF SUBAREA STREET FLOW HYDRAULICS,
DEP'I'H(FEET) .. 0.37 HALFSTREET FLOOD WIDTH (FEET) 1O.B1.
FLOW VELOCITY(FEET/SEC.) .. 3.00 DEPTII*VELOCITY(FT*FT/SEC.) 1.12
LONGEST FLOWPATH FROM NODE 7.00 TO NODE 36.00. 1645.00 FEET.
END OF STUDY SUMMARY,
TOTAL AREA (ACRES)
PEAK FLOW RATE(CFS)
2.85 TC(MIN.) ..
8.14
14.18
END OF RATIONAL METHOD ANALYSIS
~
Printed: 06/28/200510:10:56 AM AM
Modified: 06/28/200510:02:41 AM AM
Page 9 019
- --N-m-- IX B-
,,' n. _
-- - - - ,_. -
; ~~~ ~-~-~ [; ~:i~ ~_/-,- ~ _ -
.---,--~_. .~.- :;.~~..::- '. -. .-,- ... . _n_.
"~~-.::;: _~__.:"1. _ ~ _._,._, ~__ .."'
__ _So. "i 7 _ _, ,_'_ ._ _"'. .
a;EtOf!S
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..--'.- ...--
-"-<--'-;0:--"";::"
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_. - "-'~ -~._-
.~-~~----"._--_. --.---.------
_.~-~--~~_._--.-.
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---_.~----~-_._--
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_~~_.__m___._ __
~=-~~~~:~~-~~;~t~~~~;:~;~~~: ::.-.:~ '..,...
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----~~_.~
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-+-~~-~::...
--- ----~- --
'._'-'_.';,:;;-::7=.
:-i'=-:~-_
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----==>"-,,,-,
_____H
._-~-
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----~.-
-----.--
=
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--:~
-----~_.~------
. -,- .-.~"._.-_-
----_.- . ---
___, _H___.
-::-O-.-z:=-_-:.:;-_~- --
._~_.~,
~,.::;:-:..:-_.,<'--_.-
_~~-cl~;~~~~l_~-:--_c.~-~-~_,--_-;....--_-..-- -_- ~~ __c=-. ~
-;~~;~~~~~.:;~~--c,~~-_-- -.--
~~7S:::::~..~.~'=:::.
- -.-~~:o:~~~J:::'~: - :.~;'~'. .
.~~~.
-----------
-~-
~-~--_. ... .~-
-_.:..'........:......_----.- ---".
_ _-_~;;::~~~:.:::--:-;0__.:=:.'=:c-~c--
~~.="_=:t"'"..::.____o_..=,,::
--;-.~.:::;~~~~:;:'~;"
',,"~--
:;..'--'-"---._----
-_i-,""'~'::o-'e:t"_
,:-'
----- - -
-_..._..~...,.
~,-:~--:::-::-~.'","'
-- ~ --
,;,"-'------~,-.:~..:-
- --=--- --~ ~~
, - ~- -----~--"-
-:,A~~~i:-. '.~=- ~~~Z~_:t~:~::2:;-o_-:..
.::;~~
._~-~
..~""'~
I
1*****************,***********************************************************
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1264
I
I
I
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, CA 92618
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 16:43 06/21/2005
I ============================================================================
~-er ~L~ e.. C-b ~",oe: \.\
I "'S~ \4+ \"1. <; N b~ C'~~ ~ 12.\uc:;
****************************************************************************
>>>>STREETFLOW MODEL INPUT INFORMATION<<<<
1 ----------------------------------------------------------------------------
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CONSTANT STREET GRADE (FEET/FEET) = 0.050000
CONSTANT STREET FLOW(CFS) = 5.60
AVER~GE STREETFLOW FRICTION FACTOR(MANNING) = 0,015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 28.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FL0W ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
26.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
STREET FLOW MODEL RESULTS:
-----.-----------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) =
AVERAGE FLOW VELOCITY(FEET/SEC.) =
PRODUCT OF DEPTH&VELOCITY = 1.59
9.72
5.13
----------------------------------------------------------------------------
----------------------------------------------------------------------------
~o..
I
I ****************************************************************************
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1264
I
I
I
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, CA 92618
TIME/DATE OF STUDY: 16:45 06/21/2005
I ============================================================================
:CJd~ ();,~'"S.\...,. ~ \4..... ~.5 ~..'i>e- \.\
NO~ (.>~ C>Cl..\-.)B
I ****************************************************************************
>>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<<
----------------------------------------------------------------------------
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Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 5.60
GUTTER FLOWDEPTH(FEET) = 0.31
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN WIDTH(FEET) = 19.00
>>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION =
19,1
>>>>CALCULATED ESTIMATED INTERCEPTION (CFS) =
'-'..";,e "'2.-\' ~\o:e C-~ ~~'::>I~
5,6
----------------------------------------------------------------------------
----------------------------------------------------------------------------
~
II
***_................._**"'._....................-....,...................*_......***
II
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1962-2000 Advanced Engineering Software (aes)
Ver' 8.0 Release Date: 0110112000 License iD 1264
II
Analysis prepared by:
II
RBF & Associates
14725 Alton Parkway
Irvine, CA 92618
II
TIMElDATE OF STUDY: 09:15 001312005
1 ===--====================--=====--======================================~=
II .1>*...-......_*.....__ DESCRIPTION OF STUDY -.......-****-----.
. CATCH BASINS IN PARK PLAZA .
.Q100FORSUMPS . vt:D~ '2. ,l e,
.
1--
~~~111""'***_**_*."'*****.*.**.""".**"'*****.""__"".+_
...........__--.....--.....**-**.*******.""""'....................*--
1 >>>>SUMP TYPE BASIN INPUT INFORMATION<<<<
II
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
II
BASIN INFLOW(CFS) = 6.60
BASIN OPENING(FEET) = 0.70
DEPTH OFWATER(FEET) = 0.83
II
>>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.05
II ----------------------------------------------------------------------------
----------------------------------------------------------------------------
1
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II
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SD.LINE A 100 YEAR FILE: 441LINEA.WSP
06/27/05
1059.771011.40 1 .013
1223.141012.22 1 .013
1255.001012.38 1 .013
1255.001012.39 1 2 .013 11-8
1295.391012.58 1 .013
1659.561014.39 1 .013
1664.381015.40 2 4 .013 10.0
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1687.561017.39 2 .013
1700.001018.46 2 .013
1700.001018.46 2 2 .013 14.7
1750.001022.76 2 .013
1800.001024.92 2 .013
1816.771025.65 2 .013
1960.871031.. B7 2 .013
2000.001033.56 2 .013
2027.661034.30 2 .013
2072.781035.50 2 .013
2099.251036.21 2 .013
2120.001036.73 2 .013
2120.001036.74 2 3 .013 5.3
2200.001038.90 2 .013
2250.001040.23 2 .013
2285.001045.06 2 .013
2285.001045.09 2 .013 s.B
2300.001047.13 2 .013
2431.741049.15 2 .013
2453.871049.49 2 .013
2468.611049.72 2 .013
2
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28.17
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Printed: 06/27/2005 05:38:19 PM PM
Modified: 06/27/2005 03:04:32 PM PM
Page 1 of 1
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illDATE: 6/27/2005
,TIJI!E, 16,50
WATER SURFACE PROFILE
FOS15P
CHANNEL DEFINITION LISTING
y{S}
Y(6)
Y(lO)
INV Y(l) Y(2) Y(3) Y(4)
DROP
CARD
CODE
SECT
"0
CIlN
TYPE
NO OF AVE PIER HEIGHT 1 BASE ZL ZR
PIERS WIDTH DIAMETER WIDTH
CD
CD
CD
CD
1
,
3
,
3.00
2.00
1.50
3.00
~
F 0 5 1 5 P
WATER SURFACE PROFILE TITLE CARD LISTING
HEADING LINE NO 1 IS -
NORTH PLAZA PM 23496
HEADING LIta NO :2 IS -
SO LINE A 100 YEAR FILE:44lLrNEJ\..WSP
HEADING LINE NO 3 IS -
06/27/05
..
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
lJ/S DATA STATION INVERT SECT
1059.77 1011.40 1
ELEMENT NO :2 I S A REACH
lJ!g DATA STATION INVERT SEcr
1223.141012.22 1
ELEMENT. NO 3 IS A REACH
U/5 DATA STATION INVERT SECT N
1255.001012.38 1 0.013
ELEMErnT NO 4 IS A JUNCTION
u/s DATA STATION INVERT SEer LAT-1 LAT-2 N
1255.00 1012.39 1 :2 0 0.013
ELEMENT NO 5 IS A REACH
u/s DATA STATION INVERT SECT
1295.39 1012.58 1
ELEMENT NO 6 IS A REACH
D/S OATil. STATION INVERT SECT N
1659.56 1014.39 1 013
ELEMENT NO 7 IS A JUNCTION
u/S DATA STATION INVERT SECT LAT-1 LAT-4 N
1664.38 1015.40 4 4 0 0.013
ELEMENT NO 8 I S A REACH
u/s DATA STATION INVERT SECT
1664.38 1015.40 4
ELEMENT NO 9 I S A REACH
U/S DATA STATlON INVERT SECT
1687.56 1017.39 2
ELEMENT NO 10 IS A REACH
u/S DATA STA'IION INVERT SECT
1700.00 1018.46 2
ELEMENT NO 11 IS A JUNCTION
'JIS DATA
STATION INVERT SEer LAT-l lAT-2 N
1700.00 1018.46 2 2 0 0.013
INVERT ELEV WHICH WAS NOT GREATER THAN THE
INVERT ELEV WHICH ~AS NOT GREATER THAN THE
THE ABOVE
THE ABOVE
..
ELEMENT CONTAINED AN
ELEMENT CONTAINED AN
F 0 5 15 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
12 IS A REACH
u/s DATA STATION INVERT SEer
1750.001022.76 2
ELEMENT NC 13 IS A REACH
u/s DATA STATION INVERT SECT
1800.00 1024.92 2
ELEMENT NO 14 IS A REACH
'J!S DATA STATION INVERT SECT
1816.771025.65 2
ELEMENT NO IS IS A REAOI
'J!S DATA STATION INVERT SECT
1960.871031.67 2
ELEMENT NC' 16 IS A REACH
u/s DATA
STATION INVERT SECT
2000.001033.56 2
ELEMENT NO 17 IS A REAOJ
ulS DATA
STATION
INVERT SECT
Modified: 06/27/2005 04:50:52 PM PM
Page 1 017
Printed: 06/27/2005 05:07:57 PM PM
"
0.013
PAGE
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W S ELEV
1014.40
N
013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.0040.00 0.00 0
Q3
11.8
Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
0.0 1014.39 0.00 90.00 0.00
RADIUS ANGLE ANG PT MAN H
0.0052.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0_00 0.00 0
Q3
10.0
INVERT-3 INVERT-4 PHI 3 PHI 4
1015.40 0.0045.00 0.00
Q4
o
"
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 000 1
"
013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
"
0.013
RADIUS ANGLE ANG PT MAN H
0.00 15.80 0.00 0
Q3 Q4 INVERT-3 INVERT-4
14.7 0.0 1018.46 0.00
PREVIOUS INVERT ELEV -WARNING
PREVIOUS INVERT ELEV -WARNING rn
PAGE NO 3
PH' 3
75.00
PH' ,
0.00
~
"
013
RADIUS ANGLE ANG PT MAN H
0.0039.20 0.00 0
"
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
"
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
"
0.013
RAD IUS ANGLE ANG PT MAN H
0.0015.00 0.00 0
"
0.013
RADIUS ANGLE ANG PT MAN H
0.0050.00 0.00 0
;,\
"
RAD IUS ANGLE ANG PT MAN H
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2027.661034.30
2
0.013
0.0035.00
00
ELEMENT I NO 18 IS A REACH
U/S DATA STATION INVERT SECT
2072.78 1035.50 2
ELEMENT: NO 19 IS A REACH
U!S DATA STATION INVERT SECT
2099.25 1036.21 1:
ELEMENT. NO 20 IS A REACH
U/S DATA STATION INVERT SECT
2120.00 1036.73 2
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
N
0.013
RAIl IUS ANGLE ANG PT MAN H
0.0067.50 0.00 0
N
0.013
RADIUS ANGLE lING PT MAN H
0.00 0.00 0.00 0
ELEMENT. NO 21 IS A JUNCTION
u/s DATA STATION INVERT SECT LAT-l LAT-2 N
:;n20.00 1036.74 2 3 0 0.013
Q'
5.'
04 INVERT-] rNVERT-4 PHI 3
0.01037.24 0.0090.00
PHI'
0.00
N
0.013
RAIl IUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT. NO 22 IS A REACH
VIS DATA
STATION INVERT
2200.001038.90
SECT
2
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 om
PAGE NO 4
.
ELEMENT. NO 23 15 A REAOI
u/S DATA
STATION INVERT
2250.001040.23
F 0 5 1
SECT
2
5 P
WATER SURFACE PROFILE
ELEMENT CARD LISTING
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
.
ELEMENT NO
24 IS A REACH
u/S D;a.n. ST;a.TION INVERT
2285.001045.06
SECT
2
ELEMENT NO 25 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
2285.00 1045.09 2 0 0 0.013
Q'
5.8
04 INVERT-3 INVERT-4 PHI 3 PHI 4
0.0 1045.09 0.00 90.00 0.00
N
0013
RADIUS ANGLE lING PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 26 IS A REACH
u/S DAT;a. STATION INVERT SECT
2300.00 1041.13 2
ELEMENT NO 21 IS A REACH
u/S DATA STATION INVERT SECT
2431.14 1049.15 2
ELEMEln' NO 28 IS A REACH
u/s DATA STATION INVERT SECT
2453.87 1049.49 2
ELEMENT NO 29 IS A REACH
U/S DATA STATION INVERT SECT
2468.61 1049.72 2
N
0.013
RADIUS ANGLE lING PT MAN H
0.00 0.00 0.00 0
N
0.013
RADIUS ANGLE ANa PT MAN H
0.00 28.11 0.00 0
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 30 IS A SYSTEM HEADWORKS
u/s DATA STATION INVERT SECT W S ELEV
2468.611049.12 2 0.00
NO EDIT fERRORS ENCOUNTERED~COMPUTATION IS NOW BEGINNING
.... WARNING NO.2 H WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HONKDS, W.S.ELEV .. INV + DC [I)LICENSEE: R.B.F. &.
-i' ASSOC. ~ SAN DIEGO F0515P PAGE 1
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NORTH PLAZA PM 23496
SD ,LINE A 100 YEAR FILE,441LINEA.WSP
06/21105
WATER SURFACE PROFILE LISTING
.
STATION
Q
VEL
INVERT DEPTH
ELEV OF FLOW
ii.S.
ELEV
L/ELEM
SO
VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPnI
HGTI
OIA
ZL NO AVBPR
PIER
BASEl
ID NO.
SF AVE
NORM DEPTH
ZR
HP
1059.77 1011.40
3.0001014.400
8.50
........................................................................................................................................................................................................................................
0.00
60.1
163.370.005041
1.1221015.522
2.504
3.00
0.000.00 0 0.00
.008H9 1.33
3.000
0.00
0.00
3.00
0.00
2.504
0.00 00
1223.14 1012.22
60.1
8.50 1.1221016.848
0.26
3.506 1015.126
31.S6 0.00502
.00SH9
3.000
0.00
0.00
3.00
0.000.00 0 0.00
1255.001012.38
3.155 1016.135
60.1
8.50 1.122 1011.257
.006681 0.00
0.00
JUNCT STR 0.00000
1255.001012.39
4.5401016.930
6.83
48.3
40.39 0.00410
2.504
0.125 1011.655
2.263
0.000.00
0.00
0.00
3.00
.005244 0.21
2.650
0.00
0.00
2.;163
0.000.00
0.00
3.00
1;195.39 10n.58
4.612 1011.;152
48.3
6.83 0.125 1017.977
1.91
364.11 0.00491
1659.56 1014.39
4.112 1019.162
6.83
48.3
JUNCT STR 0.20954
1664.38 1015.40
1.319 1016.119
11.43
38.3
1.890.08585
.005244
2.540
0.00
0.125 1019.887
.!.263
3.00
0.00
0.000.00
0.00
0.00
4.n9 1021438
1.943
2.00
0.000.00 0 0.00
0.00
.041583 .09
1.090
0.00
0.00
1.943
;1.00
0.00
~
0.000.00
1666.21 1015.56
38.3
11.28 4.634 1021.525
.044414 0.39
1.090
0.00
1.3291016.891
18.810.08585
Printed: 06/27/2005 05:07:57 PM PM
Modified: 06/27/2005 04:50:52 PM PM
Page 2 of7
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1675.0B 1016.32
6.920.08585
168:;1.001016.91
5560.08585
1687 56 1017 .39
0.670.08601
-t>R.B.F. "ASSOC. - SAN DIEGO
STATION
INVERT
ELEV
L/EllEM SO SF AVE HF NORM DEPTH ZR
........................................................**.........**.."........................**.................**.............****.....***...........***....*...........................
2.00
0.000.00
0.00
1688.:<31017.45
4.34 0.08601
1692.571017.82
3.420.08601
1695.99 1018.12
2.600.08601
1698.591018.34
1.410.08601
1700.001018.46
JUNCT STR 0.00000
1700.00 1018.46
17.04 0.08600
1717.04 1019.92
HYDRAULIC JUMP
1717 .04 1019.92
0.140.08600
1717.18 1019.94
14.68 0.09600
1731-86 1021.20
10.350.08600
1742.21 1022.09
1.386 1011.704
1.4491018.362
1.517
1018.907
NORTH PLAZA PM 23496
SD .LINE A 100 YEAR
06/27/05
DEP'nI
OF FLOW
W.S.
HLEV
1.5271018.975
1.6031019.423
1.6901019_805
1.7931020.1':'2
1.9431020.403
4.6791023.139
3_4.4.7 1023.372
0_897 1020.822
0.8971020.834
0.930 1022.130
7.790.08600
.pR.B.F. & ASSOC. - SAN DIEGO
0.965 1023.055
NORTH PLAZA PM 23496
SO LINE A 100 YRAA
06/'27/05
L/ELEM
so
INVERT DEPTH
ELEV OF FLOW
11'.5.
ELEV
STATION
38.3 16.47
4.214. 1021.918
0.00
0.00
0.87
0.36
HP
1.943
1.943
1.943
o
VEL VEL
HEAD
ENERGY
GRD.EL.
SUPER CRITICAL
ELEV DEPTH
1.090
1.090
1.090
1.090
1.090
1.090
1.090
0.821
0.821
0.821
0.821
0.821
NORM DEPTH
HGTI
DIA
2.00
0.00 0.00
0.00
.039649 0.27
38.3
15.71 3.832 1022.194
0.00
1.943
0.00
2.00
0.000.00
0.00
.035492
0.20
0.00
1.943
0.00
2.00
0.000.00
0.00
38.3
14.97
1022.388 0.00
0.00
1.943
o 00
PAGE 2
[]]LICENSEE:
.
3.481
.033310
P0515P
WATER SURFACE
0.02
PROFILE LISTING
0.00
1_943
BASEl
ID NO.
'L
NO AVBPR
PIER
FILE,4.4.1LINEA.WSP
38.3
3.435 1022.410
1.943
0.00
1.724
0.00
2.00
0.00 0.00
0.00
14.87
.031449
0.14
0.00
1.724
0.00
2.00
0.000.00 0 0.00
38.3
14.19 3.125 1022.548
0.00
1. 724
0.00
2.00
0.000.00
0.00
.028532 10
38.3
13.52
2.8401022645
0.00
1. 724
0.00
2.00
0.00 0.00
0.00
.026258 007
38.3
12.90 2.582 1022.714
0_00
1.724
0.00
2.00
0.000.00 0 0.00
.025291
0.04
0.00
1. 724
0.00
2.00
0.000.00
0.00
38.3
12.29 2.346 1022.749 0.00
SF AVE
ENERGY SUPER CRITICAL
GRD.EL. ELEV DEPTH
0.00
2.00
0.00 0.00
o 0.00
.018086 0.00
23.6
0.876 1024.015
0_00
2.00
0.000.00 0 0.00
7.51
.010883 0.19
23.6
7.51 0.8761024.248
0.00
2.00
0_00 0.00
0.00
23.6 17.29
4.642 1025.464
0.00
2_00
0.000.00 0 0.00
.063425 0.01
23.6 17.28 4.635 1025.469
.059541
23.6 16.48 4.217 1026.347
.052356 0_54
23.6 15 71
3.8341026.889
0.00
PAGE 3
mLICENSEE:
.
.046090
F0515P
WATER SURFACE
PROFILE LISTING
HGTI
DIA
BASEl ZL
ID NO.
NO AVBPR
PIER
FILE, 441LINEA. WSP
o
VEL VEL
HEAD
"
...................................................................................................................................
1750.001022.76
50.000.04320
1800.00 1024.92
-16.77 0.04353
1816.77 1025.65
106 51 0.04316
1923.28 1030.25
'37.'59 0.04316
1960871031.87
11 97 0.04319
1972.8'" 1032_39
16.090.04319
1.0021023.762
1.002 1025.922
1.0031026.653
1.03... 1031.282
1.075 1032.945
1.09t; 1033....83
23.6
H.97 3.4821027.24.4.
4.36
0.00
1.724
1.724
1.724
1.000
1.000
1.000
1.000
1.000
1.000
2.00
0.00 0.00
0.00
0.00
2.00
0.000.00 0 0.00
.043171 2.16
23.6 14 .97
3.4821029.404
0.00
1.724
0.00
2.00
o 0.00
.043126 0.72
23.6 14.97 3.478 1030.131
.0...0921
23.6 14.39 3.216 1034.498
.036479 1.37
23.6 13.71
2.9201035.865
0.00
1.724
0.000.00
0.00
2.00
0.000.00
0.00
.033114 0.40
23.6 13.38 2.779 1036.262
.030153 0.49
0.00
1. 724
0_00
2.00
0.00
0.00
0.00
0.000.00
0.00
2.00
0.000.00
0.00
'5\
0.00
Page 3 of7
Printed: 06/27/2005 05:07:57 PM PM
Modified: 06/27/2005 04:50:52 PM PM
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15I88.931033.0B
11.07 0.04319
2000.001033.56
27.66 0.02675
2027.66 1034.30
15.77 0.02660
2043.43 l034.n
29.350.02660
2072.78 1035.50
1.1391034.221
1.1861034.746
1.204 1035.504
1.2181035.937
15.700.02682
~R.B.F. r. ASSOC. . SAN DIEGO
1.269 1036.769
I
I
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I
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.
I
STATION
23.6
12.76
2.5271036.748
.026646 0.29
23.6 12.16 2.298 1037.044
.024455
23.6 11.95 2.217 1037.721 0.00
.023435 0.37
23.6
n.77
2.1511038.0B8 0.00
.021678 0.64
23.6
11.22 1.956 1038.725
.019273
FOS15P
WATER SURFACE
PROFILE LISTING
NORTH PLAZA PM 23496
SO .LINE A 100 YEAR FILE,441LINEA.WSP
06/21/05
L/ELEM
so
INVERT DEPTH
ELEV OF FLOW
If.S.
ELEV
0.68
0.30
0.00
1.724
HF
0.00
1.724
1.000
1.160
1.160
1.160
1.160
NORM DEPTH
HGT/ BASEl
OIA 10 NO.
2.00
0.000.00
ZL NO AVBPR
FIER
ZR
o 0.00
0.00
0.000.00 0 0.00
2.00
0.000.00
1.724
1. 724
0.00
1.724
SF AVE
VEL ENERGY SUPER CRITICAl.
HEAD GRD . EL . ELEV DEPTH
0.00
2.00
0.000.00 0 0.00
2.00
0.00
2.00
0.000.00
0.00
0.00
CDLICENSEE:
.
o
VEL
0.00
2.00
0000.00
*********************..**....*..*..********....*****..**..*******..*..**..******..************************....**********..***..***..*..***************
2088.481035.92
10.77 0.02682
2099.251036.21
5.U 0.02506
2lCS.13 1036.36
6.550.02506
2111.98 1036.53
4.510.02506
2116.49 1036.64
2.650.02506
2119.14 1036.71
0.860.02506
2120.00 1036.73
JUNCT sm 0.00000
2120.001036.74
11.210.02700
2D1.21 1037.04
HYDR1.ULIC JUMP
2131.211037.04
25.760.02700
2156.971037.74
1.320 103'1.241
1.378 1037.588
1.4161037.773
1.481 1038.010
1.552 1038.H4
1.631 1038.339
1.724 1038.454
2.6091039.349
2.3841039.427
0.9521037.995
0.930
1038.668
25.050.02700
-~R.B.F. "ASSOC. - SAN DIEGO
STATION
INVERT
'LEV
LI ELEM
so
..*******..*..*******************....*....********************************************......*..**********..*..**....*..****..****....*****************
0.00
2182.02 1038.41
17 98 0.02700
2200001038.90
8.570.02660
2208.571039.13
12.560.02660
2221 13 1039.46
10.790.0:1660
NOR~ PLAZA PM 23496
SD LINE A loa YEAR
06!27/a5
DEPTH
OF FLOW
W.S.
ELEV
23.6
10.72
1.7841039.025
0.09
o.oa
0.B3
0.90
O.ao
1. 724
1.724
1.724
1.724
0.00
1.724
1.16a
1.183
1.183
1.183
1.183
1.183
0.990
0.990
0.990
NORM DEPTH
0.990
0.993
0.993
H"'I
DIA
0.993
0.00
PAGE 4
0.00
2.00
0.000.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
O.DO
ZL
ZR
0.00
0.00
.00 0
'"
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.00
0.000.00 0 0.00
Printed: 06/27/2005 05:07:57 PM PM
Modified: 06/27/2005 04:50:52 PM PM
0.897 1039.312
0.8651039.765
0.8471039.975
0.8171040.279
.017173 0.18
23.6
10.22 1.622 1039.210 0.00
.015620
23.6
9.92 1.528 1039.301 0.00
0.00
1.724
0.00
1.724
0.00
2.00
0.000.00
0.00
COLICENSEE:
.
.014268 0.10
23.6
9.46
1.389 1039.399 0.00
1.541
0.00
1.541
0.00
1.541
2.00
0.00 0.00
NO AVBPR
PIER
0.00
0.00
0.00
A,O
.012795 0.06
23.6
9.02 1.263 1039.457
1.541
HF
SUPER CRITICAL
ELEV DEPTH
0.73
1.541
0.00
1.541
2.00
0.000.00
Page 4 017
.011540 0.03
23.6
1.1491039.488
8.60
.010507 0.01
23.6
8.19 1.D431039.497
.008296
18.3
5.82 0.5271039.876 0.00
.006544 0.07
18.3
5.82
0.5271039.954
18.3
12.40
2.3871040.382
.032215
18.3
1041.200 0.00
12.77
2.532
.035796
F0515P
WATER SURFACE
PROFILE LISTING
PlLE,441LlNEA.WSP
o
VEL VEL
HEAD
ENERGY
GRD.EL.
SF AVE
19.3 13.40
2.787 1042.099 0.00
.040737
18.3
14.G6 3.0681042.833
.045070 039
18.3
14.44
3.239 1043.214
.050015 63
18.3
15.15 3.564 1043 843
.056958 0.61
0.00
1.541
0.00
1.541
2.00
0.000.00
2.00
0.000.00
2.00
0.000.00
2.00
0.000.00
2.00
0.000.00
0.00
PAGE 5
BASEl
ID NO.
2.00
0.000.00
2.00
0.000.00
2.00
0.00
2.00
0.00 .00
I
I
2231.92 1039.75
I
9.540.02660
2241.461040.00
8.540.02660
I
2250.00 1040.23
0.380.13800
2250.38 1040.28
I
6.24 0.13800
2256.621041.14
4.9<10.13800
I
2261.541041.82
4.00 (l.13SDa
2265.54 1042.31
0.7881040.537
0.761 1040.764
0.735 1040.965
0.736 1041.016
0.7621041.906
Q.790 1042.613
3.31 a.13800
~R B.F. i<' ASSOC. - SAN DIEGO
0.8191043.194
I
I
STATION
IB.3
15.90
3.925 1044.462
.064915 0.62
18.3 16.67 4.313 1045.077
.074027
0.63
18.3
17.48 4.744 1045.709
.07BS?? O.OJ
18.3
17.43
4.717 1045.735
.073445 0.46
18.3
16.62 4.290 1046.196
.064423
0.32
18.3
15.84 3.898 1046.511
.056555 0.23
18 .3
15.11
3.546 1046.740
.049658
F051SP
WATER SURFACE
PROFILE LISTING
NORTII PLAZA PM 23496
SO LINE A 100 YEAR FILE,44lLINEA.WSP
06/27/05
so
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
L/ELEM
g
2268.85 1042.83
2.78 0.13800
2271.63 1043.21
g
2.34 0.13800
2273.97 1043.54
2.000.13800
2275.971043.81
u
1.71 0.13800
2277 .68 1044 .05
1.450.13800
g
227!L13 1044.25
1.24 0.13800
2280.37 1044.42
u
LOS 0.13800
2281.42 1044.57
0.89 0.13800
g
2282 .3~ ~044.69
0.74 0.13800
:2283.05 1044.79
u
0.61 0.13800
2283.661044.87
0.8491043.681
0.8801044.095
0.913 1044.451
0.9471044.760
0.982 1045.031
1.0201045.269
1.0591045.480
1.1011045.667
1.1441045.833
1.190 1045.981
0.49 0.13800
-toR.3.F. &; ASSOC. - SAN DIEGO
1.239 1046.114
o
STATION
0.16
0.00
1.541
0.993
0.993
0.631
0.631
0.631
0.631
0.631
2.00
0.000.00 0
0.00
1.541
0.00
2.00
0.000.00 0
0.00
1.541
0.00
2.00
0.000.00
0.00
1.541
0.00
2.00
0.00 0.00
0.00
1.541
0.00
2.00
0.000.00 0 0.00
0.00
1.541
0.00
2.00
0.000.00 0 0.00
0.00
1.541
0.00
2.00
000.00 0 000
0.00
PAGE 6
Q
VEl.
VEL ENERGY SUPER CRITICAL HGTf BASEl
HEAD GRD.EL. ELEV DEPTH DIll. ID NO.
ZR
SF AVE HF NORM DEPTH
18.3
14.41 3.224 1046.905
.043609 0.12
18.3
13.74
2.9311047.026
.0383:22 0.09
18.3
13.10 2.665 1047.116
.033696 0.07
18.3
12.49
2.4231047.183
.029632 0.05
18.3
1l.91 2.201 1047.232
.026083
18 .3
1l.35 2.001 1047.270
.022982 0.03
18 .3
10.83
1.821 1047.301
.020267 0.02
18.3
10.32 1.654 1047.321
.017890
18.3
9.84 1.505 1047.338
.015804 0.01
18.3
1.3681047.349
9.38
.013985
18.3
8.95
1.243
1047.357 0.00
.012396
F0515P
WATER SURFACE
PROFILE LISTING
NORTH PLAZA PM 23496
SD LINE A 100 YEAR FILE,441LINEA.WSP
06/27/0s
INVERT DEPTH
ELEV OF FLOW
W.5.
RLRV
D
0.04
0.02
0.01
0.01
0.00
1.541
0.00
1.541
0.631
0.631
0.631
0.631
0.631
0.631
0.631
0.631
0.631
0.631
0.631
RGTI
DIA
ZL NO AVBPR
PIER
2.00
0.000.00 0 0.00
0.00
0.00
0.00
0.00
mLICENSEE:
.
0.00
1.541
0.00
1.541
0.00
2.00
0.000.00 0 0.00
0.00
0.00
0.00
0.00
0.00
0.00
O.GG
0.00
mLICENSEE:
.
G.OO
1.541
O.OG
1.541
0.00
2.00
G.OO 0.00
2284.15 1044.94
L/EllEM 50 SF AVE HF NORM DEPTH ZR
..*..................................................................................................................*.............
o 0.00
D
0.370.13800
2284.52 1044.99
0.270.13800
1.2911046.233
1.3461046.340
0.00
1.541
0.00
1.541
0.631
0.631
0.00
2.00
0.000.00
o
0.00
1>.,\
0.00
1-541
0.00
1.541
0.00
2.00
0.000.00 0
Page 5 017
D
1.541
Q
VEl.
VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
18.3
8.53
1.130 1047.363
.011005 0.00
18 .3
8.13 1.0271047.367
.009792 0.00
0.00
1.541
0.00
2.00
0.000.00 0 0.00
0.00
1.541
0.00
2.00
0.00 0.00
0.00
2.00
0.000.00
0.00
2.00
0.000.00
0.00
2.00
0.00000 0
00
2.00
0.00 0.00
0.00
PAGE 7
RASEI
10 NO.
ZL NO AVBPR
PIER
2.00
O.OOO.ClO
0.00
2.00
0.000.00
CI.OO
Printed: 06/27/2005 05:07:57 PM PM
Modified: 06/27/200504:50:52 PM PM
I
I
I
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I
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2284.791045.03
O.lEi 0.13800
2284.951045.05
0.05 0.13800
.2285.001045.06
,nmcr STR 0.00000
2:285.CO 1045.09
0.71 0.13600
2285.il 1045.19
HYDRAULIC JUMP
22B5.71 1045.19
1.330.13600
22E7.041045.37
2.54 0.13600
22E9.58 1045.71
2.13 0.13600
2291.71 1046.00
1.405 1046.436
1.469 1046.522
1.5411046.601
2.36B 1047.458
2.2761047.462
0.6671045.853
0.677 1046.044
Q.701 1046.414
1.820.13600
-i>R.B.F. & ASSOC. - SAN DIEGO
0.7261046.729
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L/ELEM SO SF AVE HP NORM DEPTH ZR
.******.*******************"*"""..**"**"****".*"*"******..*************.**.....********.**..******.,,*...**********.*****"....*********
NO AVBPR
PIER
2293.S3 1046.25
1.53 0.13600
2295.061046.46
1.3) 0.13600
2296.391046.64
1.13 0.13600
2297.52 1046.79
0.96 0.13600
2298.48 1046.92
-0.83 0.13600
2299.311047.04
0.69 0.13600
2300.00 1047.13
94.95 0.01533
2394.951048.59
36.79 0.01533
2431.741049.15
10.98 0.01536
2442.721049.32
U.15 0.01536
2453.871049.49
18.3
7.75
0.934 1047.370 0.00
.008739 0.00
18.3
7.39 0.849 1047.371
.007828
18.3
7.05 0.771 1047.372
.005229 0.00
12.5
0.2461047.704
3.98
.003053 0.00
12.5
3.98 0.2461047.708
12.5 13.62 2.8791048.732
.051374 0.07
12.5 13.33
2.758 1048.802
.046762 0.12
12.5 12.70 2.506 1048.920
.040985 0.09
12.5
12.U
2.278 1049.007 0.00
NORTII PLAZA. PM 23496
SD LINE A 100 YEAR FILE,441LINEA.WSP
06/27/05
.035934 0.07
F0515P
WATER SURFACE PROFILE LISTING
OEPTlI
OF FLOW
W.S.
ELEV
0.7521047.002
0.7801047.238
0.808 1047 .4~6
0.8371047.630
0.868 1047.792
0.9001047.936
0.9351048.065
0.9521049.538
0.9881050.138
1.011 1050.330
5.6B 0.01560
~R B.i". &. ASSOC. ~ SAN DIEGO
1.0501050.540
Q
ENERGY
GRD.EL.
VEL
VEL
HEAD
141.5
11.55 2.072 1049.074
.031529 0.05
12.5
11.01
1.8831049.121
.027673 0.04
12.5 10.50 1.713 1049.159 0.00
.024281
12.5
10.02 1.558 104.9.188
.021319 0.02
12.5
9.55
1.416 1049.208
.018731 0.02
12.5
9.10 1.287104.9.223
.016470
0.00
1.54.1
0.00
1.541
0.00
1.541
0.00
1.271
0.00
1.271
0.00
1.271
0.00
1.271
0.00
1.271
1.271
SOPER CRITICAl.
ELEV DEPTII
0.03
8.68 1.170 1049.235 0.00
0.01
12.5
.014925 1.4.2
12.5
1.U4. 1050.652
8.4.7
.013568 0.50
8.07 1.0121051.150 0.00
0.13
12.5
.012233
7.85 0.9561051.286 0.00
12.5
.OU064 0.12
7.4.8 0.8691051.409 0.00
0.06
12.5
.009846
F0515P
WATER SURFACE
PROFILE LISTING
NQRTII PLAZA PM 23496
SO LINE A 100"tEAR. FILE. 4.41LINEA. WSP
06/27/05
STATION
INVERT DEPTII
ELEV OF FLOW
H.S.
ELEV
0.00
1.271
0.00
1.271
0.631
0.631
0.520
0.520
0.520
0.520
0.520
0.520
0.520
0.520
0.520
0.520
0.520
H"'I
OIA
0.933
0.933
0.933
0.933
0.930
2.00
0.000.00
0.00
0.00
0.00
00
0.00
0.00
0.00
0.00
0.00
[]]LICENSEE:
.
1.271
0.00
1.271
0.00
1.271
0.00
2.00
0.000.00
0.00
0.00 0.00 0 0.00
Modified: 06/27/2005 04:50:52 PM PM
0.00
1.271
1.271
0.00
1.271
1.271
1.271
1.271
Q
VEL
VEL ENERGY SUPER CRITICAl.
HEAD GRD . EL . ELEV DEPTH
00
2.00
0.00
00
0.00
0.00
0.00
O.OG
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0.00
0.00
0.00
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00
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2.00
0.000.00 0.00
0.00
PAGE 9
HGT/ BASE/
DIA 10 NO.
[IlLICENSEE:
.
ZL NO AVBPR
PIER
A,Z-
L/ELEH SO SF AVE HF NORM DEPTH ZR
.............................................................................................................................................................................................
Printed: 06/27/2005 05:07:57 PM PM
2.00
0.000.00
0.00
2.00
0.000.00
0.00
2.00
0.000.00
0.00
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0.000.00
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PAGE 8
BASE/
10 NO.
ZL
2.00
2.00
0.000.00
0.00
2.00
0.000.00
0.00
2.00
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Page 6 of7
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245::1.55 1049.58 1.084 1050.663 1'2.5 7.19 0.802 1051.465 0.00 1.271 J.Oll 0.00 0.00 0 0.00
4.53 0.01560 .008179 0.04 0.930 0.00
2464.08 1049.65 1.1:26 1050.775 12.5 6.85 0.729 1051.504 0.00 1.:271 2.0Q 0.00 0.00 0.00
2.72 0.01560 .007751 0.02 0.930 0.00
2466.80 1049.69 1.171 1050.863 12.5 6.53 0.663 1051.526 0.00 1.271 2.00 0.00 0.00 0 0.00
1.40 0.01560 .006856 0.01 0.930 0.00
2468.20 1049.71 1.219 1050.933 12.5 6.23 0.603 1051.536 0.00 1.271 2.00 0.00 0.00 0 0.00
0.41 0.01560 .006067 0.00 0.930 0.00
2468.61 1049.72 1.271 1050.991 12.5 5.94 0.547 1051.538 0.00 1.271 2.00 D.OO 0.00 D.oom
u.tS ~'L ~ loSI-S4 -\- a .s(o.SS)
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Modified: 06/27/2005 04:50:52 PM PM
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T2 SD LATERAL A-3 100 YEAR FILE:441LATA3.WSP
T3 06(27(05
SO 1000.001036.76 1 .013 1039.35
R 1008.231037.09 1 .013
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T2 SD _LATERAL A-4 100 YEAR FILE:441LATA4.WSP
T3 06(27(05
SO 1000.001045.06 1 .013 1047.46
R 1008.231045.39 1 .013
SH 1
CD 1 4 1. 50
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T2 SD LINE B 100 YEAP. FILE:441LINEB.WSP
T3 06/27/05
SO 1002.471014.50 ,2
R 1008.681014.53 2
R 1066.221014.82 2
R 1209.621015.54.2
R 1229.631015.64 2
JX 1233.631015.66 2 1
R 1233.631015.66 1
R 1260.201015.79 1
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[JJDATE: .6/21/2005
TIME. 17:27
F0515P
WATER SURFACE PROFILE caANNEL DEFINITION LISTING
PAGE
1
CARD SEer CHN NO OF AVE PIER HEIGHT 1 BASE ZL
ODDE NO TYPE PIERS WIDTH DIAMETER WIDTH
ZR INV Y(l) Y{21 Y(3) Y(4) Y(S) Y(6) Y(7) Y(S) Y(9) Y(lO)
DROP
CD
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1
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F 0 5 1 5 P
PAGE NO
WATER SURFACE PROFILE TITLE CARD LISTING
HEADING LINE NO 1 IS -
NORTH PLAZA PM 23496
;HEADING LINE NO 2 IS -
SD LINE B 100 YEAR FILE:441LlNEB.WSP
HEADING LINE NO IS-
06/21/05
ED
.
.
F 0 5 1 5 P
PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
u/s DATA STATION INVERT SECT
1002.47 1014.50 2
W S ELEV
1019.16
E1.EMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT
1008.68 1014 .53 2
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 3 I S A REACH
U/B DATA STATION INVERT SECT
1066.22 1014.82 2
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 74.00 0.00 0
ELEMENT NO 4 IS A REACH
U/B D1I.TA STATION INVERT SECT
1209.62 1015.54 2
N
0.013
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0.00 15.00 0 00 0
ELEMENT NO IS A REACH
uls DATA STATION INVERT SECT
1229.63 1015.64 2
N
0.013
RADIUS ANGLE ANG PT MAN H
0.0025.00 0.00 0
Et.E:MENT NO 6 IS A JUNCTION
u/s DATA STATION INVERT SECT LAT-1 LAT-2
1233.63 1015.66 2 1 0
WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS
N Q3 04
0.013 6.0 0.0
AND CHANNEL DEFINITIONS
INVERT-3 INVERT-4 PHI 3 PHI 4
1015.66 0_00 75.00 0_00
ELEMENT NO 7 IS A REACH
U/S DATA STATION INVERT SECT
1233.63 1015.66 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 000 1
ELEMENT NO 8 I S A REACH
U/S DATA STATION INVERT SECT
1260.20 1015.79 1
N
0.013
RADIUS ANGLE ANa PT MAN H
0.0065.00 0.00 0
ELEMENT NO 9 IS A REACH
VIS DATA STATION INVERT SECT
1272.47 1015.85 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 10 IS A SYSTEM HEADWORYS
U/S DATA STATION INVERT SECT W S ELEV
1272.47 1015.85 1 0.00
. NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO.2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV .. INV + DC a:JLICENSEE: R.B.F. ,
-.>ASSOC. _ SAN DIEGO F0515P PAGE 1
.
WATER SURFACE PROFILE LiSTING
NORTH PLAZA PM 23496
SD.LINE B 100 YEAR FILE:441LINEB.WSP
06/27/05
STATIml
W.S.
ELEV
VEL ENERGY SUPER CRITICAL
HEAD GRD. EL. ELEV DEPTH
HGTI BASEl
DIA ID NO_
ZL NO AVBPR
"ER
Q
VEL
INVERT DEPTH
ELEV OF FLOW
L/ELEM SO SF AVE HF NORM DEPTH ZR
.......................................................................................................................................
100;1_47 1014.50
4.660 1019.160
1.64 0.042 1019.;102
0.00
3.00
0.00
1.080
0_000.00
11.6
6.210.00493
.000302 0.00
1.021
0.00
1008.68 1014_53
4.632 1019.162:
11.6
1.64 0.0421019.204
3.00
0.000.00
0.00
0.00
1.080
57.54 0.00504
_000302
1.010
0.00
02
1066.2;1 1014.82
4.3671019.187
1.64 0.042 1019 229
1.080
3.00
0.000.00
0.00
11.6
0.00
143.400.00502
.000302 .04
1.011
.00
1209.621015.54
3_6941019.234
11.6
0_0421019.276
3.00
0.00
0.00
00
0.00
1_080
1.64
20010.00500
.000302 0.01
1.012
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Modified: 06/27/2005 05:27:10 PM PM
Page 1012
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1233.63 1015.66 3.636 1019.296 5.' L?8 0.049 1019.345 0.00 0.836 2.00 0.00 0.00 0 0.00
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Page 2 of 2
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Tl NORTH PLAZA PM 23496
T2 3D LATERAL B-1 100 YEAR FILE:441LATIB.WSP
T3 06/27/05
SO 1001.891015.66 2 .013 1019.30
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Printed: 06/27/2005 05:49:07 PM PM Modified: 06/27/2005 05:45:15 PM PM
Page 1 of 1
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(IJDATE: 6/27/2005
TIME: .17,47
WATER SURFACE ~ROFILE
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CHANNEL DEFINITION LISTING
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CARD SECT CHN
CODE NO TYPE
INV Y(l) Y(2) Y(3) Y(4)
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WATER SURFACE PROFILE TITLE CARD LISTING
HEADING LINE NO 1 IS -
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HEADING LINE NO 3 IS -
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NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
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875.551015.00 1
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