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TABLE OF CONTENTS
I. INTRODUCTION ......................................................... ..............................1
H. METHODOLOGY .....................:.................................. ............................1 -2
III. STORM WATER RUNOFF ANALYSIS ............................... .......................... 2 -3
IV. STORM DRAIN HYDRAULICS ........................................ ..............................3
V. BIBLIOGRAPHY .......................................................... ..............................4
TECHNICAL APPENDIX
10 -YEAR STORM ANALYSIS
100 -YEAR STORM ANALYSIS
WSPG OUTPUT
NATURAL DRAINAGE SWALE ANALYSIS
CATCH BASIN SIZING
PRIVATE AREA DRAIN CONNECTIONS
RIVERSIDE COUNTY FLOOD CONTROL PLATES
HYDROLOGY MAP
1
I. INTRODUCTION
The purpose of this report is to present the hydrology (rational method) and hydraulic (WSPG)
analysis for the 10 -year and 100 -year storm water discharge for the proposed Madison Club
development, Phase 2 (Tract 33076). The project area is located in the City of La Quinta and is
bound by Madison Street, Avenue 54, Avenue 52, and Monroe Street. The overall proposed
development will consist of approximately 470 acres divided into three (3) major project phases;
Phase 1, Phase 2 and Villas.
This report is specific to the proposed "Storm Drain Improvements for Madison Club Phase 2"
only and represents the final of three reports (Vol. IIID) covering the handling of storm water for
Phase 2 of the project. In this report the following will be addressed: sizing of the private
residential area drain connections, sizing of the natural drainage channel catch basins, sizing of
the residential storm drain lines and sizing of the natural drainage channels adjacent to each side
of the private streets for Phase 2 Tract 33076 only.
The first report (Vol. I) titled "Hydrology Report - Madison Club 100 -Year Storm Volume and
Storage Analysis" was submitted with the "Mass Grading and Perimeter Wall Plans" and
addressed the necessary storage volume to retain all off -site and on -site runoff generated by the
largest 100 -year 24 -hour event based on the Synthetic Unit Hydrograph method within the golf
lakes and established the 100 -year water surface elevations. The second report (Vol: II) titled
"Hydrology and Hydraulics Study for Madison Club Golf' accompanied the "Storm Drain Back-
Bone Improvement Plans for Madison Club Golf Course" and addressed the sizing of the
s backbone storm drain system within the golf course.
H. METHODOLOGY
Madison Club (on -site) and its perimeter streets (off -site) are hydrologically isolated. All runoff
within the project and the portion of the perimeter streets adjacent to the project are to be stored
on -site. Within the site there are seven (7) lakes and two (2) low points. Although each
watershed drains to a lake or low point within the golf course, only four (4) of the seven (7) lake
features serves as the project's ultimate storage devices. Each watershed area drains by way of
"backbone" storm drains through the golf course to these four lakes. From these four (4) lakes
the water is discharged to on -site dry wells (infiltration systems). These dry wells are intended to
remove water from the site over time and are not considered part of the routing analysis. The
reports titled "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis"
(Vol. 1) and "Hydrology and Hydraulics Study for Madison Club Golf' (Vol. II) provide the
analysis for the storage and routing mentioned.
In this report the watershed boundary areas were modeled according to the Riverside County
Flood Control and Water Conservation District's (RCFC &WCD) Hydrology Manual. Watershed
sub areas were created to represent catch basin collection areas within each watershed. The peak
100 -year runoff within a sub area is intended to flow towards a series of catch basins located at
low points within the natural drainage channels, then transferred to the storm drain pipelines and
finally to their respective storage basins (lakes) via the golf course storm drain backbone system.
The peak storm flow discharge rates for the sub -areas were calculated with integrated rational
method/unit hydrograph method hydrology software, authored by Advanced Engineering
Software (AES), Version 2001, based on the (RCFC &WCD) 1978 Hydrology Manual. The
software was used to estimate the peak runoffs generated by a 10 -year and a 100 -year frequency
1'
1
design storm. Storm drain facilities were then designed to accommodate these peak runoff rates.
Due to confluencing of multiple streams, the peak runoff at the end of each system may not equal
the sum of all the individual sub area runoff values. This happens because confluencing accounts
for the time of concentration for each merging stream.
Every initial area started with a typical 1 -acre lot and the distance to drain the lot via side yard
swales to the main Swale adjacent to the residential streets. For the street section of flow the
natural drainage swale was estimated using a 6 -inch curb height, 5 -foot wide gutter width and a
friction factor of n= 0.015. The actual drainage swale is 12 -feet wide, 1.67 -feet at the low points
and has a value of n= 0.035. Therefore, the street section used in the rational analysis of this
report is producing conservative Q's. The additional areas and pipe travel times followed normal
rational method convention.
Hydraulic pipe flow calculations for the storm drain facilities were performed using Water
Surface Pressure Gradient (WSPG) software, establishing a hydraulic grade line for each facility.
WSPG software, authorized by CIVILDESIGN Corporation, is based upon the Manning equation
�{ for conduit and channel flow, incorporating principles of continuity and conservation of energy.
The non - confluenced runoff values were used when sizing the pipe.
Natural channel flow capacities were calculated using AES software for V- drains, drainage
channel catch basins were analyzed based on the grate inlet capacity in sump conditions,
nomographs from the USDOT Drainage of Highway Pavements Manual and private area drain
r
. connections were analyzed using a 10 -year storm and Manning's equation.
M. STORM WATER RUNOFF ANALYSIS
Natural Drainage Swales and Storm Drain Pipe
Instead of curb and gutter, the Madison Club residential streets rely on 12 -foot wide natural
drainage swales on both sides of the street. These swales follow the same design criteria as
grading with side slopes ranging from 2- percent to 3:1 maximum at the low points. In addition,
the Conditions of Approval require maintaining a minimum grade of 1- percent and the ability to
retain a maximum depth of six (6) inches of storm water in the 10 -year event and/or one (1) travel
lane during the 100 -year storm event. To achieve this, three (3) design devices were employed.
First, the swales were saw - toothed to achieve the 1- percent minimum and to create frequent low
points. Second, within these low points 24 -inch round catch basins were placed within the
channel to capture the flow for Q 100 and transfer it to the storm drain line. Finally, each lot is
provided with a 10 -inch private area drain connection to the main storm drain line.
The capacity of the swale alone at the low points with 1.67 -feet of depth is 36.8cfs. Because of
the frequent placement of inlets there are no conditions where the street/swale Q100 exceeds 15
cfs. Therefore, all flow is contained within the swale and the Conditions of Approval are met.
— .See Technical Appendix "Natural Drainage Swale Analysis" for calculations of these conditions.
Beneath the swales storm drain pipes will be constructed connecting the residential system to the
backbone system with the golf course. Depending on the condition, either HDPE or RCP pipe
was used. When the system crosses under pavement, RCP is used. In all other conditions, HPDE
pipe was specified.
Drainage Channel Catch Basin Sizing
At all swale low points manholes with round grated covers were placed to intercept the runoff.
Two (2) types, either ADS or City of La Quinta Standard 314, were used depending on the
2
a
1
condition. If the manhole connected to a section of HDPE pipe an ADS 24 -inch manhole basin
with an iron grated cover was used. If the manhole connected to a RCP pipe a standard manhole
with grated cover was used. Based on the low point conditions of the swale established in the
section above a 24 -inch diameter grated inlet with 1.5 -feet of head and 50% clogging can accept
9.5 cfs. There are five (5) catch basins noted on the title sheet of the improvement plans that
exceed the 9.5 cfs, with 14.4 cfs being the highest. The number reflected is the total Q100 at that
node which is a combination of the Q 100 in the swale and in the pipe. Due to the swale capacity
of 36.8 cfs, risk . of inundating the street before the catch basin intercepts all the runoff is
extremely low. See Technical Appendix for calculations of these conditions.
There is one (1) curb opening catch basin in the Phase 2 Storm Drain system numbered CB #1. It
is in a sump condition and accepts a 100 -year runoff of 3.9 cfs. Based on this information the
width was designed as 4 -feet.
Private Area Drain Connections
Each residential lot is provided with a private area drain connection to the storm drain system
under the drainage swale. The connection was sized to handle a 10 -year storm and a portion of
the 100 -year storm. The remainder of the runoff from a 100 -year storm will flow to the natural
drainage swale by way of 0.5- percent minimum side yard swales. Based on the average depth of
the storm drain mainline under the swale, a minimum 1- percent slope can be maintained on the
private area drain systems. Given a 10 -inch pipe, the Q is 2.5 cfs based on the Manning's
equation. Initial rational method analysis for a 1 -acre lot with 250 -feet of 0.5- percent side yard
swale provides a Q100 of 3 cfs and a Q10 of 1.7 cfs. Therefore, in a 100 -year storm 0.5 cfs will
flow from the lot to the natural drainage swale. See Technical Appendix for calculations of these
conditions. -
When applying runoff to the natural drainage swale for the rational method analysis all flow from
the residential lots was assumed to run off (private area drain system failure). This made the Q's
in the swale /street extremely conservative since some of the flow will undoubtedly go directly to
the storm drain line via the private area drain system. In addition, when sizing the pipes, all area
drain runoff was applied to the nearest upstream catch basin to be more conservative. Hence the
Q 100 at that catch basin (node) is a combination of the Q 100 in the swale and in the pipe.
IV. STORM DRAIN HYDRAULICS
The hydraulic analysis was performed utilizing WSPG software to establish the designed pipe
line sizes for all mainlines and laterals to convey water from each respective sub -area to the
storage basins (lakes). A HGL was initially created for each backbone storm drain using the 100 -
year water surface elevation from the synthetic unit hydrograph analysis of each respective
storage basin (lake) and estimated runoff values based on preliminary rational method analysis
for the sub -areas contributing to the backbone line. The HGL's in this report were. created using
the same data as above but include the residential storm drain lines and a detailed rational method
analysis for each sub -area. The HGL for each pipe is reflected in the storm drain plans plotted
along the design profile of each storm drain. The backbone portion of the design profile was
omitted in these plans to eliminate redundancy with the "Storm Drain Back -Bone Improvement
Plans for Madison Club Golf Course ". The output reports for each storm drain line can be found
in the Technical Appendix for reference.
Note: All supporting documentation is located in the Technical Appendix of this report for
reference.
J
Fill
V. BIBLIOGRAPHY
1. Riverside County Flood Control and Water Conservation District Hydrology Manual
(April 1978).
2. Hydrology Report Madison Club 100 -Year Storm Volume and Storage Analysis
(March 29, 2005).
3. Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)
(June 22, 2005).
r
11
I
LINE1- 10.TXT
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RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin Software (aes)
' (Rational Tabling version 6.OD3
Release Date: 01 /01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
' ri iri i DESCRIPTION OF STUDY _ i i i i•i is
it Madison Club 10 -yr
* Phase 2, Line 1
* 8/30/05
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FILE NAME: LINE1- 10.DAT
TIME /DATE OF STUDY: 13:52 09/01/2005
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
1 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. .(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
..s iFLOW k 'P: Rs4 Oit Cit iEs SS it FROM O• M * NNODE r.1....00 .. icTO . •:NODE * r 2.00 is CODE = it •'.: 2i;1 = ODE *-- _- --- - - - --- - - - -•ir * -': ir's's -•i: it
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
-------------------------------------------------------------------------
1 ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00
UPSTREAM ELEVATION(FEET) = 1020.00
' DOWNSTREAM ELEVATION(FEET) = 1005.09
ELEVATION DIFFERENCE(FEET) = 14.91
TC = 0.469 *[( 600.00 * *3) /( 14.91)] * *.2 = 12.695
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.488
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6867
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.42
TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 3.42
isisir**; Y*'. r'. ri: iri•'.:'. r':* i:'.r * *i:'s'si: * *' :'.ri:ir'r *i: it k i:'.ri:'.r'.r is it it it :: :: ir'.r i : * * * * * * * *' sir's *ir it**'.•i: *ir'..• *'.r * *'.: ',e
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
» >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» » >( STREET TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 1005.09 DOWNSTREAM ELEVATION(FEET) = 1003.82
' STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
Page 1
F7
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LINE1- 10.TXT
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk FLOW Section = 0.0200
*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.84
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEET) = 15.42
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.20
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.50 1
STREET FLOW TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 14.14
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.338
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6772
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) .= 1.80 SUBAREA RUNOFF(CFS) = 2.85
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 6.27
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 16.89
FLOW VELOCITY(FEET /SEC.) = 2.34 DEPTH *VELOCITY(FT *FT /SEC.) = 0.60
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 790.00 FEET.
- =FLOW PROCESS FROM
-- -EA - -- - - ---i: '.zO NOD- -- - - - -.00 I- CODE - - ---* -- - - - -A-
A FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
' - -» » >( STREET - TABLE - SECTION - # - -2- USED)««<-------------------------- - - - - --
UPSTREAM ELEVATION(FEET) = 1003.82 DOWNSTREAM ELEVATION(FEET) = 1002.18
STREET LENGTH(FEET) = 315.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.47
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 18.75
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.24
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.66
STREET FLOW TRAVEL TIME(MIN.) = 2.35 TC(MIN.) = 16.48
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.138
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6633
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.41
TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 8.68
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.26 DEPTH *VELOCITY(FT *FT /SEC.) = 0.68
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1105.00 FEET.
*ir **'.r's it i:** ir'. ;�•ir*ir *ic';'..• *'.r'..•ic * *ir it ir**: h***** in , *ir*;r * ** * *i;ir *i:ir *'.rir *'.; is * * ** ** * *ir **i; * *'.: •k �•
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1
----------------------------------------------------------------------------
- -»»> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE < << < < --------------- - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.48
RAINFALL INTENSITY(INCH /HR) = 2.14
TOTAL STREAM AREA(ACRES) = 5.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.68
i:'.:i:i: *i:;ki... it it '..•..'. ;i:t;'..r..'.:ir'...... sir tr' r....... .....�ir'.;'s� ..............�ir it i;i.,........��t..... .. is '.r'r .. .. �'.r .•i. .. .. .. .. ..
- -FLOW - PROCESS - FROM - NODE
- - - - -- 5_00 -TO- NODE
- - - - -- 6_00 -IS- CODE - =-- 21---- - - - - --
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
--------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
' DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *((LENGTH * *3) /(ELEVATION CHANGE)] *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 515.00
UPSTREAM ELEVATION(FEET) = 1028.00
Page 2
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LINE1- 10 *TXT
DOWNSTREAM ELEVATION(FEET) = 1002.62
ELEVATION DIFFERENCE(FEET) = 25.38
TC = 0.937 *[( 515.00 * *3) /( 25.38)] * *.2 = 20.802
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.868
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5766
' SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.18
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.18
iri: it it *'.ei: *�•iri:'.:':ir *ir is i•ie * * *i: * * *i:'.r'.:'.r *': *'w it is it it *ir * * *�- * *ic* *sY * * * ** *'s i :i• * * * *i :i• * * *'.: *i :t• * * *�
FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 IS CODE = 81
» » >ADDITION_OF_ SUBAREA _TO_ MAINLINE _PEAK _FLOW<<< < < --- _____-
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.868
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6413
' SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 1.42
TC(MIN.) = 20.80
AAFLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
' ELEVATION DATA: UPSTREAM(FEET) = 996.87 DOWNSTREAM(FEET) 995.97
FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 2.66
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.42
PIPE TRAVEL TIME(MIN.) = 1.88 TC(MIN.) = 22.69
LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 815.00 FEET.
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» »> AND - COMPUTE - VARIOUS - CONFLUENCED- STREAM - VALUES « « <---- -- ------- ------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 22.69
RAINFALL INTENSITY(INCH /HR) = 1.78
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.42
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 8.68 16.48 2.138 5.50
2 1.42 22.69 1.777 .1.30
*** iri:* it* r.* r. . * * * * *i.•i: * * * *i:*ir * *�• *i.• * ** WARNING*: r********.•*** *:r * *i:::i.- i.• * * *i.• * * *�• **i :*
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.
** i.•* i.•** c•*'•:*******::*:.-***************** i.•********** tr*****_. t .... *ir *�• *ir::itr.:: *�•e: *::ir
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 9.71 16.48 2.138
2 8.63 22.69 1.777
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
' PEAK FLOW RATE(CFS) = 9.71 TC(MIN.) = 16.48
TOTAL AREA(ACRES) = 6.80
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1105.00 FEET.
it ir'.:i:i: *i:i::.•ic ir'.: i:'. t'. r'.•'.:: ki:'.: it'.: i:'.: k'.:'.:** t. ir***'. t' eir* i:**': i:*'.:* �• it * *::::'.t'.: * *'.t * *�. *;: * * * *'u *'.: is * * *i: *':
__FLOW- PROCESS - FROM_ NODE -__4_00 -TO NODE
_- 8_00 -IS -CODE = 62
» >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
»»>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 1002.18 DOWNSTREAM ELEVATION(FEET) = 1000.19
STREET LENGTH(FEET) = 315.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
Page 3
[7 i
L,
LINE1- 10.TXT
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.69
** *STREET FLOW SPLITS OVER STREET - CROWN * **
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.49
SPLIT DEPTH(FEET) = 0.16 SPLIT FLOOD WIDTH(FEET) = 11.86
SPLIT FLOW(CFS) = 2.13 SPLIT VELOCITY(FEET /SEC.) = 1.73
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.49
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.75
STREET FLOW TRAVEL TIME(MIN.) = 2.11 TC(MIN.) = 18.59
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.994
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6520
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 1.95
TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 11.66
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.49 DEPTH *VELOCITY(FT *FT /SEC.) = 0.75
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 1420.00 FEET.
*is is LOW is ROCS- _•_•_t__•____ -__, _`___-_-_*_ TO_• NODE A_ *�__._._'_•IS COD_•___: is i;= -,s =....
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.) = 18.59
RAINFALL INTENSITY(INCH /HR) = 1.99
TOTAL STREAM AREA(ACRES) = 8.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.66
FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 21
----------------------------------------'------------------------------------
»»>RATIONAL_METHOD- INITIAL - SUBAREA_ ANALYSIS < < < < < ------ ---- -- --- - - -- --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00
UPSTREAM ELEVATION(FEET) = 1014.00
DOWNSTREAM ELEVATION(FEET) = 1000.00
ELEVATION DIFFERENCE(FEET) = 14.00
TC = 0.937 *[( 400.00 * *3) /( 14.00)] * *.2 = 20.134
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.904
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5806
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.77
TOTAL AREA(ACRES) = 0.70 .TOTAL RUNOFF(CFS) = 0.77
FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 81
----------------------------------------------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.904
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6444
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.25
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.02
TC(MIN.) = 20.13
*': *'; * *s: * * *': * *':::*i;. dry:.•:: �:**** �: c, �•.** �•*::******.*.****** * * * * *�- * * * * * * * * * * * * *ti * * * * * * * **
FLOW PROCESS FROM NODE 10.00 TO NODE 8.00 IS CODE = 31
----------------------------------------------------------------------------
' » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 993.60 DOWNSTREAM(FEET) = 993.12
' FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.53
Page 4
LINE1- 10.TXT
ESTIMATED PIPE DIAMETER(INCH) = 18.00 'NUMBER OF PIPES = 1
' PIPE- FLOW(CFS) = 1.02 '
PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 20.39
LONGEST FLOWPATH FROM NODE 9.00 TO NODE 8.00 = 455.00 FEET.
'.: iri: ��'.:* i:* ir'.: �•'. rir• e':i r': i:': i; �. i:• r�• r�. Z'.::•:'.. i :::iri:���iri;i.•�i;t'.:�i:ikir i:�i;ir:.•i:�i: is is :k'�i: is �i:�i'.:'•r�ir�':�
-- FLOW - PROCESS - FROM _NODE - - - - -- 8_00 -TO- NODE - - - - -- 8_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.) = 20.39
RAINFALL INTENSITY(INCH /HR) = 1.89
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.02
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
' 1 11.66 18.59 1.994 8.30
2 1.02 20.39 1.890 0.90
iet• * **'.: * * * * *i: i• * * *i: *'.: is *i: * * * *•: *'.: is :k ** WARNING* it :•i:'.:ir':i :ir'.r *i:'.• * *::•.r �•i: '.: :: is *i: * *': •; ': :: is * **
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.
i:':i:'r': *f. *i: *ir * *i: it it * * * *': * *ir *i•* is i:* i:'. r******'..•* * * *:::. - *i: ** * *i: *a` * * * * * *:k *t. *'.: *'.- *i•*i: *ir*
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
' CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 12.59 18.59 1.994
2 12.07 20.39 1.890
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.59 TC(MIN.) = 18.59
TOTAL AREA(ACRES) = 9.20
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 1420.00 FEET.
' *'.: * *i: *ir'.: * * * *': *:Y is is * * * * *•; * * *•r * *•: *•; ** •ter. * *t: * * * * * * *i:i: * * * * * * * *� *:: :: * *',. *i;. �..ti ,....... * * **
FLOW PROCESS FROM NODE 8.00 TO NODE 12.00 IS CODE = 31 --
----------------------------------------------------------------------------
- -»»> COMPUTE- PIPEEFLOW - TRAVEL - TIME - THRU- SUBAREA«URE FLO------------------
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 992.87 - DOWNSTREAM(FEET) = 991.55
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.10
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 12.59
PIPE TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 18.74
- ^LONGEST ^FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 1500.00 FEET.
'. r'. r** ir':*** �•** '.: *isi:'.rit *isi: * *iri.•'.r:4* ':ire• *'..•i :'.eir * *ir * *ie'.t': is is * * *ie t: '.e *'.: i,• *i.•it
Ay FLOW, PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------7------------------------
-- » » >DESIGNATE_INDEPENDENT- STREAM - FOR - CONFLUENCE < < < < < --------- --- - - -� --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.74
' RAINFALL INTENSITY(INCH /HR) = 1.99
TOTAL STREAM AREA(ACRES) = 9.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.59
::*** �• �•* ir* ir* i:*** �******* �•** i:** i.•***::* t.*** a****** i.• i:*** i :::i.• * * * * * * * *i: * * ** * * * *�: * * *c•
FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 21
-----------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
----------------------------------------------------- - - - - -- -
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 335.00
UPSTREAM ELEVATION(FEET) = 1004.50
DOWNSTREAM ELEVATION(FEET) = 999.92
ELEVATION DIFFERENCE(FEET) = 4.58 -
TC = 0.469 *[( 335.00 * *3) /( 4.58)] * *.2 = 11.332
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.658
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT .6965
Page 5
J
L_J
n
I L I
1
LINE1- 10.TXT
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.30
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.30
FLOW PROCESS FROM NODE 214.00 TO NODE 12.00 IS CODE = 62
»»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» » >( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 999.92 DOWNSTREAM ELEVATION(FEET) = 999.39
STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
=TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.89
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.17
HALFSTREET FLOOD WIDTH(FEET) = 12.30
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.41
PRODUCT OF DEPTH &VELOCITY(FT =•FT /SEC.) = 0.23
STREET FLOW TRAVEL TIME(MIN.) = 1.60 TC(MIN.) =' 12.93.
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.462
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6851
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = .0.70 SUBAREA RUNOFF(CFS) = 1.18
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 2.48
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 13.45
FLOW VELOCITY(FEET /SEC.) = 1.52 DEPTH *VELOCITY(FT *FT /SEC.) = 0.29
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 12.00 = 470.00 FEET.
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.93
RAINFALL INTENSITY(INCH /HR) = 2.46
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.48
** CONFLUENCE DATA
**
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
12.59
18.74
1.985
9.20
2
2.48
12.93
2.462
1.40
*r. �• * *�• * **�:i: * * * * * * *�•:: * *t: :r * *:: * *�• * *c: WARNING* a:*.:_*** �•* �• • * *�: * * *t: * * *t: *:: * *�• * **::a *r.
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.
i:'..•' ei:*':*** i:*: ci: fr* ie* f:* te::*: r* k* i:*: Y: e*'.:*.:.,....* isi:' e'.:* i :::i.•* *.... * *:: *i: * *:: * * *�- *'e ;; * * *'.•'.: :: ': ::'.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 11.17 12.93 2.462
2 14.59 18.74 1.985
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.59 TC(MIN.) = 18.74
TOTAL AREA(ACRES) = 10.60
LONGEST FLOWPATH FROM - NODE
- - - - -- 1_00 -TO- NODE
- - - -- 12_00 - = -- 1500_00 - FEET.
- --
------------------------------------------------- - - - - -- -
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 10.60 TC(MIN.) = 18.74
PEAK FLOW RATE(CFS) = 14.59
END OF RATIONAL METHOD ANALYSIS
Page 6
LINE2D10.tXt
* *is�����: * * * * * * * *�: its•**** ir* is��• ���: �:* is����: �:***** �•** a*** �• ���: �: ��• isit **ie'.:i:iei;i: *iri.•i.• *i:i:
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD-CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin Software (aes)
(Rational Tabling version 6.OD�
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
DESCRIPTION OF STUDY t •�• - •. <'^
Madison club 10 -yr
* Phase 2, Line 2D
8/30/05
' FILE NAME: LINE2D10.DAT
TIME /DATE OF STUDY: 10:13 08/30/2005
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
' 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY DURATION CURVE 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
' STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
' =USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) . SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
' 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
' as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(velocity) constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW it PROCESS is it i[* f: FROM it irNOi:D'.rE * ir ** 13.00 TO NODE 14.00 IS CODE ,= 2, 1 -= - - O--- -- - -- --- -- - -: - --
»»>�9ATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
' DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * =•3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00
UPSTREAM ELEVATION(FEET) = 1014.00
' DOWNSTREAM ELEVATION(FEET) = 997.50
ELEVATION DIFFERENCE(FEET) = 16.50
TC = 0.937 *[( 430.00 * *3) /( 16.50)] * *.2 = 20.347
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.892
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5793
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.66
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 0.66
.. .. .. .. ..:ir* *�•i: ** iris* i.•***** isi.•**** isi:'. c**';': k**'.;***** ir* i:*** '•L•* * *s".:'.: * * ** * * *'.• * * *.•': '.: is * *':
' -- FLOW - PROCESS - FROM - NODE- - - - -15 00-TO- NODE - - - -- 1400 -IS- CODE--
» » -- 81---- - - - - --
-- >ADDITION -OF- SUBAREA TO MAINLINE PEAK FLOW « «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.892
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5793
' SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 0.88
Page 1
1
LINE2D10.tXt
TC(MIN.) = 20.35
- * * * **i� * **it it �•iti:ir *iri: *'.r * *i: it it ir'.r it i:ir* *t.• * *'.t•ki:ie *':'.: **i: it it is i:': *�• *'.• * * * * * * * *i; �:: *ic*t• *'..• * * **
A FLOW PROCESS FROM NODE 14.00 TO NODE 16.00 IS CODE = 31
---------------------------------------------------------------=------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»» >USING COMPUTER=ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 988.17 DOWNSTREAM(FEET) = 986.84
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.47
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.88
PIPE TRAVEL TIME(MIN.) = 0.67 TC(MIN.) = 21.02
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 570.00 FEET.
**************** �-** r.***** i.-****** ����.•****** i:****:: iti:' r��i :i:�•_......�tt�i;����i.•::i<�t
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
--------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 21.02
RAINFALL INTENSITY(INCH /HR) = 1.86
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88
.... *t **ir is ir** *it * ** *it *it *•i: i:it* *i: it ir'.: * * * *it * *it is it*i: is ** *ir'.c is *it * * *ir *L•it * *i: L• *i: is its � � �i: �v"•� �'.:
FLOW PROCESS FROM NODE 17.00 TO NODE 16.00 IS CODE = 21
- - --
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
-----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K*[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00
UPSTREAM ELEVATION(FEET) = 1004.00
DOWNSTREAM ELEVATION(FEET) = 996.75
ELEVATION DIFFERENCE(FEET) = 7.25
TC = 0.469 *[( 330.00 * *3) /( 7.25)] * *.2 = 10.245
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.818
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7049
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.39
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.39
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
» »> AND COMPUTEVARIOUSCONFLUENCED- STREAM - VALUES < < < <<
- - ---------------------------
--------------- -
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.24
RAINFALL INTENSITY(INCH /HR) = 2.82
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39
CONFLUENCE DATA **
STREAM RUNOFF TC
INTENSITY AREA
NUMBER (CFS) (MIN.)
(INCH /HOUR) (ACRE)
1 0.88 21.02
1.857 0.80
2 1.39 10.24
2.818 0.70
'
* * ** *i• * * * *i• ** * * * * * * *** * * * * ** *
** 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.
*ir it t :�••ki: * *s; *it'.:i: *iz * *ir it *:.•i: * *ir *i * *':
RAINFALL INTENSITY AND TIME OF
* * *'.e:: *is it* :4 * *�•:::: * * * * *�•ir *i: * *i•': *': it *ie *::'.t *': is :: *ir*
CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2
STREAMS.
='* PEAK FLOW RATE TABLE **
STREAM RUNOFF TC
INTENSITY
'
NUMBER (CFS) (MIN.)
(INCH /HOUR)
1 1.82 10.24
2.818
2 1.79 21.02
1.857
COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS:
'
PEAK FLOW RATE(CFS) = 1.82
TC(MIN.) = 10.24
TOTAL AREA(ACRES) = 1.50
Page 2
LINE2D10.tXt
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 570.00 FEET.
FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
' - -» »>( STREET -TABLE - SECTION - # - -2- USED)««<-------------------------- - - - - --
UPSTREAM ELEVATION(FEET) = 996.75 DOWNSTREAM ELEVATION(FEET) = 995.54
STREET LENGTH(FEET) = 305.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
= *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.13
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.21
HALFSTREET FLOOD WIDTH(FEET) = 14.54
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.61
' PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.34
STREET FLOW TRAVEL TIME(MIN.) = 3.15 TC(MIN.) = 13.40
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.412
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6820
SOIL CLASSIFICATION IS "B"
' SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.63
TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 4.45
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 16.40
FLOW VELOCITY(FEET /SEC.) = 1.77 DEPTH *VELOCITY(FT *FT /SEC.) = 0.44
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 875.00 FEET.
FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 62
----------------------------------------------------------------------------
' --»»>( STREEE- STREET -FLOW - TRAVEL - TIME )<<<<< SUBAREA «« <-------------- - - - - --
» » >( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 995.54 DOWNSTREAM ELEVATION(FEET) = 993.81
STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
' * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.07
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.21
HALFSTREET FLOOD WIDTH(FEET) = 14.65
' AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.57
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55
STREET FLOW TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 14.53
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.301
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6747
' SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.24
TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 5.69
END OF SUBAREA STREET FLOW HYDRAULICS:
' DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.25
FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY(FT *FT /SEC.) = 0.60
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 1050.00 FEET.
' -- FLOW - PROCESS - FROM - NODE - - - -- 19_00 -TO- NODE - - - -- 19_00 -IS- CODE- =--- 1---- - - - - --
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.53
RAINFALL INTENSITY(INCH /HR) = 2.30
TOTAL STREAM AREA(ACRES) = 3.90
Page 3
1
LINE2D10.tXt
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.69
i :i:::�i:��iei trir in tir ir���'.r sir ir�'.:i;�i.•s`it'.;�'.:iri: wit ir�i:i;'.: it ir�� ::i:iri;i:'.:tii;'.:k���� ^ir ie i; ir'.: sir ie it :k it is '.•'.:
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
-------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K* [(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00
UPSTREAM ELEVATION(FEET) = 1010.00
DOWNSTREAM ELEVATION(FEET) = 995.69
ELEVATION DIFFERENCE(FEET) = 14.31
TC = 0.937 *[( 380.00 * *3) /( 14.31)] * *.2 = 19.439
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.943
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5847
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.57
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.57
i.•** i.•***** * * * * * * * * *'..-..i :'•r * *i:ir'.:i: it it *'.rir': *i: * *ir it *i: **ir *'.•iri: *ir'.r *i: :Y k'.; it it it *i: ir'.:'.: ir'.; * *'.r is is *'.r it i•
-- FLOW - PROCESS -FROM NODE 22.00 TO NODE 21.00 IS CODE = 81
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.943
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5847
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.34
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 0.91
TC(MIN.) = 19.44
FLOW PROCESS FROM NODE 21.00 TO NODE 19.00 IS CODE = 31
----------------------------------------------------------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< - - --
ELEVATION DATA: UPSTREAM(FEET) 986.22 DOWNSTREAM(FEET) = 982.25
FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN- 18.0 INCH PIPE.IS 3.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.78
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.91
PIPE TRAVEL TIME(MIN.) = 0.61 TC(MIN.) = 20.05
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 19.00 = 555.00 FEET.
***************** ir*** isi:**• s** ir** t;******* �• i.• r.**** r.*** isi.•* * * * * * * * * *i : *i : *�•i: *:; *i:r. * *�-
FLOW PROCESS FROM NODE 19.00-TO NODE 19.00 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.) = 20.05
RAINFALL INTENSITY(INCH /HR) = 1.91
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.91
** CONFLUENCE DATA **
STREAM RUNOFF TC
INTENSITY AREA
'
NUMBER (CFS) (MIN.)
(INCH /HOUR) (ACRE)
1 5.69 14.53
2.301 3.90
2 0.91 20.05
1.909 0.80
* **+r •ir * * * * * * ** * *isi s* *i * * *t * * * *
** 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.
**** �************.* i:*****************{;
RAINFALL INTENSITY AND TIME OF
` * *'..• * * * * * * * * * * * ** * * * * * * * *i: is ': * * * * * * * **
CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2
STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC
INTENSITY
NUMBER (CFS) (MIN.)
(INCH /HOUR)
1 6.35 14.53
2.301
2 5.63 20.05
1.909
COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS:
'
PEAK FLOW RATE(CFS) = 6.35
TC(MIN.) = 14.53
TOTAL AREA(ACRES) = 4.70
Page 4
LINEID10.tXt
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 1050.00 FEET.
FLOW PROCESS FROM NODE 19.00 TO NODE 23.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
t - -» » >( STREET- TABLE - SECTION - # - -2- USED)««<_ _______________________________
UPSTREAM ELEVATION(FEET) = 993.81 DOWNSTREAM ELEVATION(FEET) = 992.56
STREET LENGTH(FEET) = 315.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
' ** *STREET FLOW SPLITS OVER STREET - CROWN * **
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 1.97
SPLIT DEPTH(FEET) = 0.09 SPLIT FLOOD WIDTH(FEET) = 8.75
SPLIT FLOW(CFS) = 0.60 SPLIT VELOCITY(FEET /SEC.) = 1.02
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97
' PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.59
STREET FLOW TRAVEL TIME(MIN.) = 2.66 TC(MIN.) = 17.19
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.087
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6594
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS)
' TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 8.41
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 1.97 DEPTH *VELOCITY(FT *FT /SEC.) = 0.59
' LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 1365.00 FEET.
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1
-----------------------------------------------------=----------------------
' - - »» -DESIGNATE- INDEPENDENT - STREAM - FOR - CONFLUENCE ««<--------------- - - - - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.19
RAINFALL INTENSITY(INCH /HR) = 2.09
TOTAL STREAM AREA(ACRES) = 6.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.41
t:t.•tr * * * *'.r * *'.::: *t: it ir'.r *t: tr * *t: '.r'.r *t: ': *'.rte*:h'.;'.e irfi ir**: r*::* ir: : *ir::'.e:: *' ; * *'.:'.:';'.;ir;r *i: 'r'.; *ir it it it **ir it •: ':.
' FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21
-----------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
--------------------------------------- ---- ----------------
ASSUMED INITIAL SUBAREA UNIFORM
' DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00
UPSTREAM ELEVATION(FEET) = 1004.00
DOWNSTREAM ELEVATION(FEET) = 991.90
' ELEVATION DIFFERENCE(FEET) = 12.10
TC = 0.937 *[( 340.00 * *3) /( 12.10)] *.2 = 18.804
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.981
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5887
SOIL CLASSIFICATION IS "B"
' SUBAREA RUNOFF(CFS) = 0.58 - _ A
TOTAL AREA(ACRES) 0.50 TOTAL RUNOFF(CFS) 0.58
* * *ir *'. - *t:i * *'..•tr * * *'k is * *':'.'r * *:4 �• *t; t: t:';** * * * * * * * *t; *'; * * * * *tri: *:; * *,;'; *'r... ,: * *te tr * *.. *';'; * * *'; ::
FLOW PROCESS FROM NODE 26.00 TO NODE 25.00 IS CODE = 81
----------------------------------------------------------------------------
' - -»» -ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW « «<----------------- - - - - --
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.981
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5887
SOIL CLASSIFICATION IS "B"
' SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 0.70
TC(MIN.) = 18.80
Page 5
III
LINEID11'tXt
== •='s'.: PROCESS Fir isM - -== s:5.00 _--i: NODE ___-- 3.00't ISk CODEi.".: -3 -__A _---__-
FLOW PROCESS FROM NODE 25.00 TO NODE 23.00 IS CODE 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
- -»»> USING - COMPUTER_ ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW)« « < -- -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 980.29 DOWNSTREAM(FEET) = 979.10
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.68
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.70
PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 18.96
LONGEST FLOWPATH FROM NODE 24.00 TO NODE 23.00 = 385.00 FEET.
'.: * *ir ir* i:* ir*** ir: Yir****** i:*** �•;. r*********: Y**** i:******* ir* *i: * **i• ** * * * * *'s * *'.: *ir * * * * **
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
- -»»> AND - COMPUTE - VARIOUS - CONFLUENCED- STREAM - VALUES « «<- ------------ - - - - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 18.96
RAINFALL INTENSITY(INCH /HR) = 1.97
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.70
CONFLUENCE DATA
' STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) AREA
1 8.41 17.19 2.087 6.20
2 0.70 18.96 1.971 0.60
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.
is a".: it t: f: * * * *i: is '.r �Y is ie* isi:***'..•* ir':* isi:* isi:* '.: *isi:': *�• * * * *i.•ic * * * * *'.e* *ire'.: �'.: is '.-*::•`i:* * *ir'..•L•* **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 9.05 17.19 2.087
2 8.65 18.96 1.971
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.05 TC(MIN.) = 17.19
TOTAL AREA(ACRES) = 6.80
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 1365.00 FEET.
..'..•ir * *'.: ***ir it it i:'s *': *i : *i: * *i:'.: it *i: ir'.: *i: i:* * *'.:*ir *iris �'.c: * *irt•': * *�•ir':ir'.r *ire'.: is * *i: * * * * *i: *ie * *i:*
FLOW PROCESS FROM NODE 23.00 TO NODE 27.00 IS CODE = 31
» >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 979.10 DOWNSTREAM(FEET) 978.07
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.81
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
' PIPE- FLOW(CFS) = 9.05
PIPE TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 17.46
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 27.00 = .1475.00 FEET.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 6.80 TC(MIN.) = 17.46
PEAK FLOW RATE(CFS) = 9.05
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
0
1 Page 6
0
LINE1210.TXT
a***, t*****, t******** a************ * * ** * *a * *t ** * * ** * ** * ** * * **r * * *t r* * *t * * * *r * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin Software (aes)
(Rational Tabling version 6.OD3
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* Madison club 10 -yr
* Phase 2, Line 12
* 1/26/06
FILE NAME: LINE1210.DAT
TIME /DATE OF STUDY: 16:12 01/26/2006
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-------------------------------------------------------------------------
USER SPECIFIED STORM'EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
1 AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 . 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 21
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 345.00
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 978.71
ELEVATION DIFFERENCE(FEET) = 7.29
TC = 0.469 *[( 345.00 * *3) /( 7.29)] * *.2 = 10.510
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.777
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.56
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.56
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 62
----------------------
»»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
»»>( STREET TABLE SECTION # 2 USED) « «<
Page 1
J
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UPSTREAM ELEVATION(FEET) = 978.70 DOWNSTREAM ELEVATION(FEET) = 977.30
STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.20
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.14
HALFSTREET FLOOD WIDTH(FEET) = 11.04
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.11
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.30
STREET FLOW TRAVEL TIME(MIN.) = 1.03 TC(MIN.) = 11.54
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.631
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6949
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.28
TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 2.84
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 11.97
FLOW VELOCITY(FEET /SEC.) = 2.26 DEPTH *VELOCITY(FT *FT /SEC.) = 0.36
LONGEST FLOWPATH FROM NODE 28.00 TO NODE 30.00 = 475.00 FEET.
-- FLOW - PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1
--------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.54
RAINFALL INTENSITY(INCH /HR)'= 2.63
TOTAL STREAM AREA(ACRES) = •1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.84
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21
----------------------------------------------------------------------------
-- »»-RATIONAL- METHOD- INITIAL - SUBAREA - ANALYSIS ««<------------------------
J ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER.
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 1275.00
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 977.30
ELEVATION DIFFERENCE(FEET) = 8.70
TC = 0.937 *[( 1275.00 * *3) /( 8.70)] * *.2 = 44.394
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.203
i UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4811
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.33
TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 1.33
FLOW PROCESS FROM NODE 33.00 TO NODE 32.00 IS CODE = 81
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.203
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5649
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.27
TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 1.60
TC(MIN.) = 44.39
FLOW PROCESS FROM NODE 32.00 TO NODE 30.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
___ _________
ELEVATION DATA: UPSTREAM(FEET) 972.10 DOWNSTREAM(FEET) = 971.90
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
`� Page 2
LINE1210.TXT
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.29
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.60
PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 44.60
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 1315.00 FEET.
FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1
- -»»> DESIGNATE - INDEPENDENT - STREAM -FOR - CONFLUENCE « « <--------------- - - - - --
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USEp FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 44.60
RAINFALL INTENSITY(INCH /HR) = 1.20
TOTAL STREAM AREA(ACRES) = 2.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.60
FLOW PROCESS FROM NODE 34.00 TO NODE 30.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
-----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[( LENGTH * *3) /(ELEVATION-CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 485.00
UPSTREAM ELEVATION(FEET) = 985.80
DOWNSTREAM ELEVATION(FEET) = 971,30
ELEVATION DIFFERENCE(FEET) = 8.50
TC = 0.469 *[( 485.00 * *3) /( 8.50)] * *.2 = 12.503
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.511
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6880
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.55
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.5S
FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1
»»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 12.50
i RAINFALL INTENSITY(INCH /HR) = 2.51
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 2.84 11.54 2.631 1.50
2 1.60 44.60 1.200 2.70
3 1.55 12.50 2.511 0.90
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.
******************************************* * * * * * * ** * * * ** *** *** * * ** * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.69 11.54 2.631
2 4.72 12.50 2.511
3 3.64 44.60 1.200
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4,69 TC(MIN.) = 11.54
TOTAL AREA(ACRES) = 5.10
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 1315.00 FEET.
********************************************* * ** * * * * * * * * * ** * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 31
Page 3
r
t
�3°
L�
LINE1110.TXT
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 971.90 DOWNSTREAM(FEET) = 970.90
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.41
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.69
PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 11.62
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00 = 1355.00 FEET.
ira * **ir ira* * * *** *ir *irtrfr * *aar*at it it aY it *ir'.*ir ir's*tri}if it it *tc fr i� *tr *ir* * *ir it it *fr*tr*ir tr it fr'.*t it it st it it it it
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 21
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
--------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00
UPSTREAM ELEVATION(FEET) = 989.00
DOWNSTREAM ELEVATION(FEET) = 984.90
ELEVATION DIFFERENCE(FEET) = 4.10
TC = 0.469 *[( 280.00 * *3) /( 4.10)] * *.2 = 10.404
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.793
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7036
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.18
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.18
FLOW PROCESS FROM NODE 37.00•TO NODE 38.00 IS CODE = 62
------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
»»>(STREET,:_TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 984.90 DOWNSTREAM ELEVATION(FEET) = 982.50
STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.89
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.13
HALFSTREET FLOOD WIDTH(FEET) = 10.33
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.12
PRODUCT F
STREET FLOWTRAVEL &TIME(M N()T =x /1.57) TC(MION ?) = 11.98
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.574
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT ='.6917
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.42
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 2.60
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.15 HALFSTREET FLOOD WIDTH(FEET) = 11.43
FLOW VELOCITY(FEET /SEC.) = 2.30 DEPTH *VELOCITY(FT *FT /SEC.) = 0.34
LONGEST FLOWPATH FROM NODE 36.00 TO NODE 38.00 = 480.00 FEET.
********************************************* * * * * * * * ** * * * * * * * * ** * * * * * * * * ** **
FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 1
------------------------------------------
»>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
TOTAL NUMBER OF STREAMS = 2
Page 4
LINE1210.TXT
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.98
RAINFALL INTENSITY(INCH /HR) = 2.57
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.60
FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 21
----------------------------------------------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 375.00
UPSTREAM ELEVATION(FEET) = 991.00
DOWNSTREAM ELEVATION(FEET) = 985.40
ELEVATION DIFFERENCE(FEET) = 5.60
TC = 0.469 *[( 375.00 * *3) /( 5.60)] * *.2 = 11.647
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.616
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6941
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.45
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.45
FLOW PROCESS FROM NODE 40.00 TO NODE 38.00 IS CODE = 31
-- - - - - --
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 976.40 DOWNSTREAM(FEET) = 974.90
FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.37
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.45
PIPE TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 12.93
LONGEST FLOWPATH FROM NODE 39.00 TO NODE 38.00 = 635.00 FEET.
FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 1,
-- _
---------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
- =TOTAL NUMBER OF STREAMS --=- 2_______________ _______________________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.93
RAINFALL INTENSITY(INCH /HR) = 2.46
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.45
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 2.60 11.98 2.574 1.40
2 1.45 12.93 2.462 0.80
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 3.95 11.98 2.574
2 3.94 12.93 2.462
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.95 TC(MIN.) = 11.98
TOTAL AREA(ACRES) = 2.20
LONGEST FLOWPATH FROM NODE 39.00 TO NODE 38.00 = 635.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 38.00 TO NODE 35.00 IS CODE = 31
Page 5
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------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 974.90 DOWNSTREAM(FEET) = 970.90
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.04
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 3.95
PIPE TRAVEL TIME(MIN.) = 0.54 TC(MIN.) = 12.52
LONGEST FLOWPATH FROM NODE 39.00 TO NODE 35.00 = 865.00 FEET.
-- FLOW - PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 10
»»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK _#_2_<<<<<
FLOW PROCESS FROM NODE 41.00 TO NODE 242.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00
UPSTREAM ELEVATION(FEET) = 1000.00
DOWNSTREAM ELEVATION(FEET) = 987.00
ELEVATION DIFFERENCE(FEET) = 13.00
TC = 0.937 *[( 340.00 * *3) /( 13.00)] * *.2 = 18.536
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.998
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5904
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.71
TOTAL AREA(ACRES) = 0.60 ' TOTAL RUNOFF(CFS) = 0.71
********************************************* * * * * * * * * * * * * * * * ** * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 242.00 TO NODE 42.00 IS CODE =-.31
--------------------------------------------=----------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 984.00 DOWNSTREAM(FEET) = 980.40
FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.37
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.71
PIPE TRAVEL TIME(MIN.) = 2.03 TC(MIN.) = 20.56
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 42.00 = 750.00 FEET.
-- FLOW - PROCESS FROM NODE 43.00 TO NODE 42.00 IS CODE = 81
---------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.881
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5780
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.87
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 1.58 .
TC(MIN.) = 20.56
********************************************* * * * * * ** * * * * *** * * * ** ** * * * * * * * * **
j, FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 31
- ----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 980.40 DOWNSTREAM(FEET) 979.80
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.19
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.58
PIPE TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 21.24
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00 = 880.00 FEET,
Page 6
LINE1110.TXT
********************************************* * * * * * * * * * * * * ** * * * * * *** * * * * * ** **
FLOW PROCESS FROM NODE 45.00 TO NODE 44.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.846
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6393
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 1.70
TC(MIN.) = 21.24
FLOW PROCESS FROM NODE 44.00 TO NODE 46.00 IS CODE = 62
----------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
»»>( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 992.24 DOWNSTREAM ELEVATION(FEET) = 985.60
STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
�I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.51
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.14
HALFSTREET FLOOD WIDTH(FEET) = 10.77
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.54
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.34
STREET FLOW TRAVEL TIME(MIN.) = 2.69 TC(MIN.) = 23.93
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.722
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6277
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 1.62
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 3.32
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 11.75
FLOW VELOCITY(FEET /SEC.) = 2.75 DEPTH *VELOCITY(FT *FT /SEC.) = 0.43
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 46.00 = 1290.00 FEET.
********************************************* * ** * * * * * * * * *** * * * ** * * * * ** * * * * **
FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1
-------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
---------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 23.93
` RAINFALL INTENSITY(INCH /HR) = 1.72
TOTAL STREAM AREA(ACRES) = 3.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.32
********************************************* * * * * * * * * * * * * * * ** * * * * * * * * * * ** * **
FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 21
- -
----------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00
UPSTREAM ELEVATION(FEET) = 989.00
DOWNSTREAM ELEVATION(FEET) = 988.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC = 0.469 *[( 260.00 * *3) /( 1.00)] * *.2 = 13.196
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.433
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.83
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.83
********************************************* * * * * * * * * * * * * * * * * ** * ** * * * * * * * * **
Page 7
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-- FLOW - PROCESS -FROM- NODE - - -- 48.00 TO NODE 46.00 IS CODE = 31
i »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 979.40 DOWNSTREAM(FEET) = 977.70
' FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.56
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.83
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 13.49
LONGEST FLOWPATH FROM NODE 47.00 TO NODE 46.00 = 340.00 FEET.
FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1
i------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
- =TOTAL NUMBER OF STREAMS =-== 2_______________ _______________________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.49
RAINFALL INTENSITY(INCH /HR) = 2.40
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.83
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 3.32 23.93 1.722 3.00
2 0.83 13.49 2.402 0.50
* * * *,t *a• * * * ** * * *,t *,r * * ** * * * * *,r * * *** WARNING****** * * *** * ** *,t * *,t * * * * * * * * * * *,r * **
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 2.70 13.49 2.402
2 3.91 23.93 1.722
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.91 TC(MIN.) = 23.93
TOTAL AREA(ACRES) = 3.50
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 46.00 = 1290.00 FEET.
FLOW PROCESS FROM NODE 46.00 TO NODE 49.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
» » >( STREET TABLE SECTION # 2 USED)« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 987.80 DOWNSTREAM ELEVATION(FEET) = 985.60
STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for StreetfloW Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk F1oW Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.64
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.20
HALFSTREET FLOOD WIDTH(FEET) = 14.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.60
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.52
STREET FLOW TRAVEL TIME(MIN.) = 1.28 TC(MIN.) = 25.21
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.671
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6225
Page 8
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SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 1.46
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 5.37
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.71
' FLOW VELOCITY(FEET /SEC.) = 2.70 DEPTH *VELOCITY(FT *FT /SEC.) = 0.58
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 49.00 = 1490.00 FEET.
********************************************* * * * * * * * * * * * * * * * ** *** ** * * * * * * ***
FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 62
----------------------------------------------------------------------------
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»» >( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 985.60 DOWNSTREAM ELEVATION(FEET) = 984.00
STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back- of-Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.82
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEET) = 15.25
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.61
STREET FLOW TRAVEL TIME(MIN.) = 0.95 TC(MIN.) = 26.17
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.635
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6189
SOIL CLASSIFICATION IS "B"
J SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.91
TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 6.28
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.69
FLOW VELOCITY(FEET /SEC.) = 2.75 DEPTH *VELOCITY(FT *FT /SEC.) = 0.64
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 50.00 = 1645.00 FEET.
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 62
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
» » >( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 984.00 DOWNSTREAM ELEVATION(FEET) = 980.70
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.58
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 16.51
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.97
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.74
STREET FLOW TRAVEL TIME(MIN.) = 1.68 TC(MIN.) = 27.85
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.577
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6126
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 2.61
TOTAL AREA(ACRES) = 8.50 PEAK FLOW RATE(CFS) = 8.89
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 17.50
FLOW VELOCITY(FEET /SEC.) = 3.08 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 51.00 = 1945.00 FEET.
Page 9
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FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 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.) = 27.85
RAINFALL INTENSITY(INCH /HR) = 1.58
TOTAL STREAM AREA(ACRES) = 8.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.89
FLOW PROCESS FROM NODE 243.00 TO NODE 244.00 IS CODE = 21
-- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS << < < < ---------------------
--------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 982.00
ELEVATION DIFFERENCE(FEET) = 4.00
TC = 0.937 *[( 230.00 * *3) /( 4.00)] * *.2 = 18.559
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.996
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5902
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.35
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.35
FLOW PROCESS FROM NODE 244.00 TO NODE 245.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
---------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 980.00 DOWNSTREAM(FEET) = 977.70
FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS. 2.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 2.33
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.35
PIPE TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 21.53
LONGEST FLOWPATH FROM NODE 243.00 TO NODE 245.00 = 645.00 FEET.
FLOW PROCESS FROM NODE 246.00 TO NODE 245.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.831
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5725
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.42
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 0.77
TC(MIN.) = 21.53
FLOW PROCESS FROM NODE 245.00 TO NODE 53.00 IS CODE = 31
---------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 977.70 'DOWNSTREAM(FEET) = 974.80
FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.89
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.77
PIPE TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 22.54
LONGEST FLOWPATH FROM NODE 243.00 TO NODE 53.00 = 880.00 FEET.
FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 81
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.783
Page 10
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SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6336
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.47
TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 2.24
TC(MIN.) = 22.54
1 ********************************************* * * * * * * * * * ** * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 53.00 TO NODE 51.00 IS CODE = 31
-----------------------7----------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 974.80 DOWNSTREAM(FEET) 973.90
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.95
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.24
PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 22.66
LONGEST FLOWPATH FROM NODE 243.00 TO NODE 51.00 = 925.00 FEET.
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 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.) = 22.66
RAINFALL INTENSITY(INCH /HR) = 1.78
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.24
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 8.89 27.85 1.577 8.50
2 2.24 22.66 1.778 2.00
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 9.47 22.66 1.778
2 10.88 27.85 1.577
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.88 TC(MIN.) = 27.85
�•, TOTAL AREA(ACRES) = 10.50
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 51.00 = 1945.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 51.00 TO NODE 54.00 IS CODE = 62
» >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
» » >( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 980.70 DOWNSTREAM ELEVATION(FEET) = 977.50
STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.90
** *STREET FLOW SPLITS OVER STREET - CROWN * **
Page 11
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FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.26
SPLIT DEPTH(FEET) = 0.08 SPLIT FLOOD WIDTH(FEET) = 7.93
SPLIT FLOW(CFS) = 0.69 SPLIT VELOCITY(FEET /SEC.) = 1.52
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
�. HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.26
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98
STREET FLOW TRAVEL TIME(MIN.) = 1.51 TC(MIN.) = 29.35
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.530
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6073
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 2.04
TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 12.92
' END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 3.26 DEPTH *VELOCITY(FT *FT /SEC.) = 0.98
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 54.00 = 2240.00 FEET.
FLOW PROCESS FROM NODE 55.00 TO NODE 54.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.530
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6073
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 0.93
TOTAL AREA(ACRES) = 13.70 TOTAL RUNOFF(CFS) = 13.85
TC(MIN.) = 29.35
FLOW PROCESS FROM NODE 54.00 TO NODE 35.00 IS CODE = 31
----------------------------------------------------------------------------
-- »» >COMPUTEPIPEFLOW TRAVEL - TIME _THRU_SUBAREA«U » »> USING COMPUTER - EST IMATED PIPESIZE (NON-PRESSURE FLOW)<<<<-<
ELEVATION DATA: UPSTREAM(FEET) = 972.50 DOWNSTREAM(FEET) = 970.90
FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.18
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 13.85
PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 29.52
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET.
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11
----------------------------------------------------------------------------
. »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««<
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 13.85 29.52 1.525 13.70
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 4.69 11.62 2.620 5.10
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00 = 1355.00 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 INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 10.14 11.62 2.620
2 16.58 29.52 1.525
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.58 TC(MIN.) = 29.52
TOTAL AREA(ACRES) = 18.80
1 Page 12
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FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11
»»> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY ««<
' ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 16.58 29.52 1.525 18.80
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 3.95 12.52 2.508 2.20
LONGEST FLOWPATH FROM NODE 39.00 TO NODE 35.00 = 865.00 FEET.
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 INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 10.98 12.52 2.508
2 18.98 29.52 1.525
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 18.98 TC(MIN.) = 29.52
TOTAL AREA(ACRES) = 21.00
----------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 21.00 TC(MIN.) = 29.52
-- PEAK - FLOW - RATE( CFS)=== = = = = == 1898__________ _______________________________
END OF RATIONAL METHOD ANALYSIS
U
1
1
1
Page 13
LINE1310.TXT
Yr Yr *i:*f.•ssssY:irY: irssss** Yr' s'..-***'. t::*** �Yr'. tii:'.: Y:* �:: isi:'. ri*'.: * * * *'.:*'.•'.t:":':iri:a"s'.•': i; '.t'.: '.: *it Yt*i: '.: :: Yr
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
' (RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering software (aes)
(Rational Tabling version 6.OD
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
** • * * * * * * * * ** • ** * *i• * * *i:* • DESCRIPTION OF STUDY '.: * ** * * *i: * ** * ** - Y:Yt *c• * *Y: **
• Madison Club 10 -yr
• Phase 2, Line 13
' * 8/30/05
si:** irs* ss*'..•':* issssss* sY.•*****'..•*** k'. c* Yt**'. r** **Y: *i: *f'.wYe'.•Y: *'.r #�'s'k's :4 Y: it is Y: is * * * * *t �• *Yt
FILE NAME: LINE1310.DAT
TIME /DATE OF STUDY: 10:16 08/30/2005
USER SPECIFIED HYDROLOGYAND HYDRAULIC MODEL INFORMATION:
-- - - - - - - ----------- - - - - --
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE-VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
' _O. WIDTH CROFT) IN- / -OUTE /PARK= HEIGHT WIDTH -LIP) HIKE_ FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative FLOW -Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT °'FT /s)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
s sir* ss: ri.• sYr'.r'.: Yt** ssssss":**'.:'.: Y: s* �****'.:*':'. e:.• Yr'.:* Yt* fr* Yr: ci: � •Y:i;�• *�-'.•Yr�• *i: *'..•'.. -i: Y: is Y: *i: is * *Y: Y:'.e
FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 21
----------------------------------------------------------------------------
» »>RATIONAL_METHOD- INITIAL - SUBAREA - ANALYSIS < << < < ---------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *'3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 850.00
UPSTREAM ELEVATION(FEET) = 984.00
DOWNSTREAM ELEVATION(FEET) = 977.40
ELEVATION DIFFERENCE(FEET) = 6.60
TC = 0.469 *[( 850.00 * =3)/( 6.60)] * *.2 = 18.416
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.005
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6529
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.96
TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 1.96
*'. tYt i:** Y:**::***** Yri:** Y:***** Y:*':*******' :Y:Y:'..• *i: * *Y :a * * * *i: * *i : * *Y: Y: *ti: * * * *Y: Y: �•': * * * *s * *Yr
FLOW PROCESS FROM NODE 58.00 TO NODE 57.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.005
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6529
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 2.23
Page 1
LINE1310.TXT
TC(MIN.) = 18.42
'r�i :i.a••.�i. �e wi :iri:�i: it��i;k »i:4 ie i:'. ri.•'.: ��it.•.,: �.' .ri<X�i:i:��'.:iti:'.:'.r�i:'.: ir���it i:�i:��L•��'.:�fi'.:��i: sir it'.:�i•
FLOW - PROCESS FROM NODE 57.00 TO NODE 59.00 IS CODE = 31
---------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 974.20 DOWNSTREAM(FEET) = 973.40
FLOW LENGTH(FEET) = 272.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 2.97
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.23
PIPE TRAVEL TIME(MIN.) = 1.53 TC(MIN.) = 19.94
LONGEST FLOWPATH FROM NODE 56.00 TO NODE 59.00 = 1122.00 FEET.
aaitaa* it *a *aaat:�'.:w':s". :�4� ^'.•'ri: its• is�ir��irit�• it'.:': ` �i:':'.:'. e�it��ir'. tir '.ti.•':fi't�-ir.'s�t.'.t�i:::is ;k?:;kis�ieit
' FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 1 -
»>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = '19.94
RAINFALL INTENSITY(INCH /HR) = 1.91
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.23
aaaira': a•.: aaa�it' .tt::':�:t'..•'.:�•r.i:':�'.r's ait it i.` �::i: ���'.: x` i:: t4' r': ':'.ri:�i:�i:::i:��::�•iti:�fii: ie �i: it tt it :t �'.r it tr f: �::
FLOW PROCESS FROM NODE 60.00 TO NODE 59.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * ='3) /(ELEVATION CHANGE)]" *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 425.00
UPSTREAM ELEVATION(FEET) = 987.00
DOWNSTREAM ELEVATION(FEET) = 981.20
ELEVATION DIFFERENCE(FEET) = 5.80
TC = 0.469*[( 425.00 * *3) /( 5.80)] * *.2 = 12.468
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.515
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6883
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 1.56
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.56
....... ra* aaaaai :aaaaaaaaiFaa * *i.•at.aaaai: isaaaaa *iraaaaaa::aa':a'.:aai: air f :aaira ira �•a ai: 's aaaaa'..•
a aa_
FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 1
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.47
RAINFALL INTENSITY(INCH /HR) = 2.51
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.56
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) , (ACRE)
1 2.23 19.94 1.915 1.70.
2 1.56 12.47 2.515 0.90
* aaaaai: aaai.• aaaaaaaaaaaaaaaaaaaai: aWARNINGaaa* i.• aaai.• aaa *aaaaaai:�•i;::aai:aaaai:iti:a
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.
aaaaaaaaai.•a�•aaa::aaa *aaaaai: �** aa* aaaaaaaaaa�• aai.• a::aaaaaaaaaaaa * *aaaa�•aaaaaai:
RAINFALL INTENSITY AND TIME OF
CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2
STREAMS.
** PEAK FLOW RATE TABLE
STREAM RUNOFF TC
INTENSITY
NUMBER (CFS) (MIN.)
(INCH /HOUR)
1 2.95 12.47
2 3.41 19.94
2.515
1.915
COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.41
TC(MIN.) = 19.94
TOTAL AREA(ACRES) = 2.60
Page 2
LINE1310.TXT
LONGEST FLOWPATH FROM NODE 56.00 TO NODE 59.00 = 1122.00 FEET.
it *i: is is i:*i: '.r *i• *i[iri:iei[ *ir it i :i :�f:di:'.r'.:i:�i::: trit is�:r '..•'. :���4i:��':'.i:�?:i :'.['s it itit'.tA!: '.r :: t: i[A��': i:����i.. is '•
FLOW PROCESS FROM NODE 59.00 TO NODE 61.00 IS CODE = 62
-------------------------------------------------------------
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
»»>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 981.20 DOWNSTREAM ELEVATION(FEET) = 979.20
STREET LENGTH(FEET) = 145.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
' INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.37
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.18
HALFSTREET FLOOD WIDTH(FEET) = 13.23
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.77'
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.51
STREET FLOW TRAVEL TIME(MIN.) = 0.87 TC(MIN.) = 20.81
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.868
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6413
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 1.92
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 5.33
1 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 14.11
FLOW VELOCITY(FEET /SEC.) = 2.94 DEPTH *VELOCITY(FT =•FT /SEC.) = 0.59.
LONGEST FLOWPATH FROM NODE 56.00 TO NODE 61.00 = 1267.00 FEET.
�i:
FLOW ftfi =••k it i[=i: ----- *- --- --O NODE'' - -�- [62.00 it IS CODE = [- *-- -- ^ ------
A FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 972.90 DOWNSTREAM(FEET) = 972.20
FLOW LENGTH(FEET) = 163.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.49
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 5.33
PIPE TRAVEL TIME(MIN.) = 0.60 TC(MIN.) = 21.42
LONGEST FLOWPATH FROM NODE 56.00 TO NODE 62.00 = 1430.00 FEET.
::'.:?: tL ':'.r:ki:'.:t�':'.r'.:�i.•fik': ir���':::'.•���'.rir':'.:'.: i; ie i.•i: �•f: �': 's'.e'.r��• fit :iri:?:':���i:'.:':'.r'.:��'.; is is �•i['.: ': i:': i:t
FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1
»>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 21.42
RAINFALL INTENSITY(INCH /HR) = 1.84
TOTAL STREAM AREA(ACRES) = 4.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.33
"FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATZONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 982.20
ELEVATION DIFFERENCE(FEET) = 3.80
TC = 0.469 *[( 340.00 * *3) /( 3.80)]` .2 = 11.868
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.588
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6925
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.43
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.43
*; e: Yi: ii * *i:*s`ie::. *i: *i: * * *'.e * ** *': it it it * * * * * *' :::i:'.:i: *ie *'.: *ie iri* is *i:�.�. *� * *i: *a` *'..•'.:': *i: i[ *i: *i: i :f * **
Page 3
LINE1310.TXT
- -FLOW PROCESS FROM NODE 64.00 TO NODE 62.00 IS CODE =. 62
----------------------------------------------------------------------
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
- - »»>( STREET - TABLE - SECTION - # - -2- USED) ««<--------------------------------
UPSTREAM ELEVATION(FEET) = 982.20 DOWNSTREAM ELEVATION(FEET) = 980.90
STREET LENGTH(FEET) 287.00 CURB HEIGHT(INCHES) 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) =• 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.58
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.19
HALFSTREET FLOOD WIDTH(FEET) = 13.34
AVERAGE FLOW VELOCITY(FEET /SEC.) = . 1.61
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.30
STREET FLOW TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 14.84
�. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.273
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6728
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.29
TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) _ •3.73
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 15.09
FLOW VELOCITY(FEET /SEC.) = 1.77 DEPTH *VELOCITY(FT *FT /SEC.) = 0.39
LONGEST FLOWPATH FROM NODE 63.00 TO NODE 62.00 = 627.00 FEET.
FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1
----------------------------------------------------------------------------
- - »»> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE < < < < < --------------- - --
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.84
RAINFALL INTENSITY(INCH /HR) = 2.27
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.73
FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE 21 21
- - » »> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS < < < < < --------------- - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *((LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00
UPSTREAM ELEVATION(FEET) = 985.30
DOWNSTREAM ELEVATION(FEET) = 972.80
ELEVATION DIFFERENCE(FEET) = 12.S0
TC = 0.937 *[( 600.00 * *3) /( 12.50)] * *.2 = 26.268
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.632
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5481
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.72
^ TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 0.72
FLOW PROCESS FROM NODE 67.00 TO NODE 66.00 IS CODE = 81
----------------------------------------------------------------------------
- - » »> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW < < < < < --------------------
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.632
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5481
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) _ .0.27
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 0.98
TC(MIN.) = 26.27
FLOW PROCESS FROM NODE 66.00 TO NODE 62.00 IS CODE = 31
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 972.80 DOWNSTREAM(FEET) = 972.20
Page 4
' LINE1310.TXT
FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.44
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.98
PIPE TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 26.62
LONGEST FLOWPATH FROM NODE 65.00 TO NODE 62.00 = 672.00 FEET.
-- FLOW :*PRt: Oit Ct: Et: St:S '• •FROM * NODE is _•; •j_62..00 Tis O '. NODE . *6.2* *.0-0 - - I*S * .C*ODEA•t:-- -4 * =t: ir- � -'• --
= 1
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
- -»»> AND - COMPUTE - VARIOUS- CONFLUENCED- STREAM - VALUES«« <------------- - - - - --
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 26.62
' RAINFALL INTENSITY(INCH /HR) = 1.62
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.98
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 5.33 21.42 1.837 4.20
2 3.73 14.84 2.273 2.30
3 0.98 26.62 1.619 1.10
.* t: t:* t: t:** t: t:*** t:** t: t:** t: �***** t:* t: �• tWARNINGt:** �.****::***** t: *t: * * *t: *�•t :t: *�•�•:: *�• *t:*
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.
. __..** t: t:** tr'.: t: t: �•*** �• t: t: t: t: t:**** t:* t:*** t:* t:** �•*** �• �•** �• �• �•* *t: *�• * * * *t:�r * * * * *:: *�•t: * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 7.97 14.84 2.273
2 9.13 21.42 1.837
3 8.34 26.62 1.619
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.13 TC(MIN.) = 21.42
TOTAL AREA(ACRES) = 7.60
LONGEST FLOWPATH FROM NODE 56.00 TO NODE 62.00 = 1430.00 FEET.
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 7.60 TC(MIN.) = 21.42
PEAK FLOW RATE(CFS) 9.13
---------------------------------------------------------------------------
---------------------------------------------------------------------------
---------------------------------------------------------------------------
---------------------------------------------------------------------------
' END OF RATIONAL METHOD ANALYSIS
n
t
I� I
1 Page 5
LINE1910.TXT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering software (aes)
(Rational Tabling version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
^ * ** ** : • •* • • • ** - * * * ** • DESCRIPTION OF STUDY Madison club club 10 -yr
* Phase 2, Line 19
8/30/05 °
' FILE NAME: LINE1910.DAT
TIME /DATE OF STUDY: 10:18 08/30/2005
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) _ .10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 ---------------------------------
-
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = -1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
=USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
- -- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - --
--- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - --
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0..0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -Curb)
2. (Depth)* (velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.
..� :k�•�<irt:':trtr: ist �i:�':' fit:': ���: t': �tr�t: �:: r: tk: :ir':t:t��t:�•kfr�t�c':�:::��A•; ;:':�i: �•'s �:��t�t:���•�t is
A -FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 21
----------------------------------------------------------------------
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 285.00
UPSTREAM ELEVATION(FEET) = 987.00
DOWNSTREAM ELEVATION(FEET) = 984.40
ELEVATION DIFFERENCE(FEET) = 2.60
TC = 0.469 *[( 285.00 * *3) /( 2.60)] * *.2 = 11.518
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.633
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6951
SOIL CLASSIFICATION IS .,B::
SUBAREA RUNOFF(CFS) = 1.65
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.65
FLOW PROCESS FROM NODE 69.00 TO NODE 70.00 IS CODE = 62 --
------------------------------------------------------------------------
»»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
» » >( STREET TABLE SECTION # 2 USED) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
' UPSTREAM ELEVATION(FEET) = 984.40 DOWNSTREAM ELEVATION(FEET) = 982.50
STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
Page 1
1
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LINE1910.TXT
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 -
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.32
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.15
HALFSTREET FLOOD WIDTH(FEET) = 11.26
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.12
PRODUCT OF DEPTH &VELOCITY(FT =•FT /SEC.) = 0.31
STREET FLOW TRAVEL TIME(MIN.) = 1.41 TC(MIN.) = 12.93
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.462
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6851
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.35
TOTAL AREA(ACRES) = 1.70 PEAK-FLOW RATE(CFS) = 3.00
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 12.19
FLOW VELOCITY(FEET /SEC.) = 2.29 DEPTH °VELOCITY(FT *FT /SEC.) = 0.37
LONGEST FLOWPATH FROM NODE 68.00 TO NODE 70.00 = 465.00 FEET.
ire'.: ti' .:t'..•::i;t'.r'.:::���•�ir�'.r ii t:ie'.: is is f:'. r��i.• �t: t•'. r���fr��k� *��::ki.•��•�'si:::::�i:a �.x �•: {: is :'..•: �::���:: is '.z
FLOW PROCESS FROM NODE 7.0.00 TO NODE 71.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
» » >( STREET TABLE SECTION # 2 USED)« «<
UPSTREAM ELEVATION(FEET) = 982.50 DOWNSTREAM ELEVATION(FEET) = 979.20
STREET LENGTH(FEET) = 325.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREET5 CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.28
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.20
HALFSTREET FLOOD WIDTH(FEET) = 13.78
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48
PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.49
STREET FLOW TRAVEL TIME(MIN.) = 2.18 TC(MIN.) = 15.11
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.249
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6712
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.57
' TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 5.56
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 15.09
FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY(FT =•FT /SEC.) = 0.59
' LONGEST FLOWPATH FROM NODE 68.00 TO NODE 71.00 = 790.00 FEET.
.;, �t; a: ��: �• �: �t; ��: �• t�A�t: �• t; ���• �r�: �aa�: r. r. ����:� : :� <•��•�•��:�t:��•�<�:.; r: t; ;;���:�:�..�:��•�:xat����.,.�;
FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 62
----------------------------------------------------------------------------
- - »» >( STREET STREET -FLOW - TRAVEL - USED)<<<<< SUBAREA «« <-------------- -- - ---
» » >( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 979.20 DOWNSTREAM ELEVATION(FEET) = 976.10
STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
' '* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.42
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
Page 2
LINE1910.TXT
HALFSTREET FLOOD WIDTH(FEET) = 15.86
' AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.17
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.75
STREET FLOW TRAVEL TIME(MIN.) = 1.21 TC(MIN.) = 16.32
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.151
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6642
' SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 3.71
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 9.28
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 17.11
FLOW VELOCITY(FEET /SEC.) = 3.37 DEPTH *VELOCITY(FT *FT /SEC.) = 0.88
LONGEST FLOWPATH FROM NODE 68.00 TO NODE 72.00 = 1020.00 FEET.
t: i:• kt: iri:* *irf:ir'.rt. *'.: * * *irt:i : * * * *is is is *i:',: it i:'.: *': is is * is t:. -t:'.:ir * *'.:t:t:'.r * *tet:t: *t: t:'.: *t: t: *ir t: *ir * *t:'s .- *::':
FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1
» >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.32
RAINFALL INTENSITY(INCH /HR) = 2.15
TOTAL STREAM AREA(ACRES) = 6.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.28
it it ir'. r*'.: it *i:i :* * * * *t• * *'. : * *'.:'..• *ir tr',•'. r** i:*** i:* ir** iri: i:'. a *�•i:'.: *iri:i_• : * * * *:: *'.:iri: it •k * *'.: '.: *i: *'.-i: *'.: it tr
FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
' ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 235.00
' UPSTREAM ELEVATION(FEET) = 974.00
DOWNSTREAM ELEVATION(FEET) = 973.50
ELEVATION DIFFERENCE(FEET) = 0.50
TC = 0.469 *[( 235.00 * *3) /( 0.50)] * *.2 = 14.266
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.326
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6764
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.79
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.79
is *'.:t:i: * * *tr'.:i•ir tr** i:**** ist;' k'.:**'. ei:**':** t: isirt;*'.•'.:******** i ::.•'.: **�• *'.;ie'; *'..•t* **tr tt k *ir f•'s'.e t: *te*
' FLOW PROCESS » FROM NODE 74.00 TO NODE 72.00 IS CODE = 31
>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
' ELEVATION DATA: UPSTREAM(FEET) = 969.90 DOWNSTREAM(FEET) = 939.20
FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 10.25
' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.79
PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 14.53
LONGEST FLOWPATH FROM NODE . 73.00 TO NODE 72.00 = 395.00 FEET.
* * -t: --PRO ES - - *- -- -•� - -- -72.00 TO NODE 72.00 7- * - * * -- - * -*
FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
' TOTAL NUMBER OF STREAMS =-== 2_______________ _______________________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.53
RAINFALL INTENSITY(INCH /HR) = 2.30
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.79
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 9.28 16.32 2.151 6.00
2 0.79 14.53 2.301 0.50
'. e* ir*'; t:** isi :'c * *',ri:te *t: * * * *': ** *i•*'.e is '.: i..w . .A.._�..r;i.w..w�. *':tr'.;ir'.: *tr'.e *:: * *i :t: *t: is �•;: is ': **
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.
*'.: *'.:te *t :t:t.`t:t:t: is is i:'. ew'.. t: t:*'.:** it'. e*** isi.• t:'. e* t: t: trt:* t:':':* tet.• t:': t:i: *irt:'.r::i :i: * * * *t: *tt * *t: ': L•i: * *i: t:
Page 3
LINE1910.TXT
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
' NUMBER (CFS) (MIN.) (INCH /HOUR)
1 9.04 14.53 2.301
2. 10.01 16.32 2.151
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.01 TC(MIN.) = 16.32
TOTAL AREA(ACRES) = 6.50
LONGEST FLOWPATH FROM NODE 68.00 TO NODE 72.00 = 1020.00 FEET.
* t:* t:****** t:** t: t:'.: t:* t:******* �• t*** t: t•* t:* �•* t:*** �•***:.•**** t: �-* � • *�•t : * * * *t: *�• *:.• * * *tt: *�•�•*
' -- » FLOW - PROCESS -FROM NODE 72.00 TO NODE 75.00 IS CODE = 62
>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
»»>( STREET TABLE SECTION # 2 USED) ««<
' UPSTREAM ELEVATION(FEET) = 976.10 DOWNSTREAM ELEVATION(FEET) = 975.20
STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.63
** *STREET FLOW SPLITS OVER STREET - CROWN ***
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.35
SPLIT DEPTH(FEET) = 0.18 SPLIT FLOOD WIDTH(FEET) = 12.85
SPLIT FLOW(CFS) = 2.55 SPLIT VELOCITY(FEET /SEC.) = 1.73
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.35
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70 -
STREET•FLOW TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 17.45
' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.069 -
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6579
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) 0.90 SUBAREA RUNOFF(CFS) 1.22
TOTAL AREA(ACRES) = 7.40 PEAK FLOW RATE(CFS) = 11.24
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTK(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.35 DEPTH*VELOCITY(FT *FT /SEC.) = 0.70
LONGEST FLOWPATH FROM NODE 68.00 TO NODE 75.00 = 1180.00 FEET.
FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.45
RAINFALL INTENSITY(INCH /HR) = 2.07
TOTAL STREAM AREA(ACRES) = 7.40
PEAK FLOW RATE(CFS) AT CONFLUENCE _ 11.24
** t:* t :t:t.: *�• *�•t::: * *�•tt * * *t: * *t: t; * * * *tzt: *t:�. *x .,....... t:** t. �•t: * * * * *�• * * * * * * * ** * * * * *t:t *t: t: t: **
FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 21
----------------------------------------------------------------------------
-- » »>RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS< << << --------------- - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 1135.00
UPSTREAM ELEVATION(FEET) = 978.40
DOWNSTREAM ELEVATION(FEET) = 973.60
ELEVATION DIFFERENCE(FEET) = 4.80
TC = 0.323 *[( 1135.00 * *3) /( 4.80)] * *.2 = 16.053
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.172
APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8414
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 5.48
Page 4
1
t
LINE1910.TXT
TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 5.48
...:***** t:* isf; t: i:* tri: isisist:'.:'.:' k* i:*'. r* �•**: Y*.*** is�it' si '.:�i:���tt:`i:��i :tr'.::.-t's �i: 4i: t: �'.: t. t: i; is �ir�b�::•
FLOW PROCESS FROM NODE 78.00 TO NODE 77.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.172
APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8414
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.56
TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 8.04
TC(MIN.) = 16.05
':i :�t:i: tr it i;':'. r��t:: isi; t:�����i:�t:iri:.•t :��t;:Y�t:i: �ir���t:t:�::t:',.•i :i;':�i:': it tr��t:�t: i; is i.•�'.•��tr t: t :'.: i :��ir is
FLOW PROCESS FROM NODE 77.00 TO NODE 75.00 IS CODE = 31
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 967.90 DOWNSTREAM(FEET) = 966.40
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.33
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 8.04
PIPE TRAVEL TIME(MIN.) = 0.72 TC(MIN.) = 16.77
LONGEST FLOWPATH FROM NODE 76.00 TO NODE 75.00 = 1365.00 FEET.
i:::* i:**' ki:** t:.• tr'.: it * * *t:i: *i:'.: * *t::4t::Y�i:�t:t: tr �•�t.•��i:'.e is i;�i: is tr'.:i :Y�t:t:���k �•'.rt'.:���'.e��L•t:��i: t: t :t:
FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.77
RAINFALL INTENSITY(INCH HR) = 2.12
TOTAL STREAM AREA(ACRES) = 4.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.04
** CONFLUENCE DATA
**
TABLE **
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
11.24
17.45
2.069
7.40
2
8.04
16.77
2.117
4.40
* * * * *:.• * *t; * * ** is t: t:* * *i; *i.• * -*t; * * * *�• * * *WARNINGi: **-• i:**: ra*::-. • *t: *t: * *ai:i: * *- �-t: * * * * *t ; *::
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.
* isisir'.:**'. r* irt: isi:'.: t: ir* i:* t:* tri.• �•'. e'.: tc**'.: i:*'.: t:**:: t: ir'. et: tet :t:'.: *i:i: *ti:tr * *i:'r's�• *:Y t: t: *te is is *io i :i : *': t: •:
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
*'* PEAK
FLOW RATE
TABLE **
'
STREAM
RUNOFF
TC
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
18.84
16.77
2.117
2
19.09
17.45
2.069
n
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.09 TC(MIN.) = 17.45
TOTAL AREA(ACRES) = 11.80
LONGEST FLOWPATH FROM NODE 76.00 TO NODE 75.00 = 1365.00 FEET.
t ; *is is is i:'.. � *t: *i: *tr'.<'.:i*':'.: * *'. :'.: ire• ir******'..• i:':'. r** isi:':** i:*' . :i: *i: * * *i:i: * *i:t :*i:l:'.:'.: *'.:'s'.:'.:'.: *'.r tr * *::*
FLOW PROCESS FROM NODE 75.00 TO NODE 79.00 IS CODE = 62
----------------------------------------------------------------------------
»»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>( STREET TABLE SECTION # 2 USED)« «<
UPSTREAM ELEVATION(FEET) = 975.20 DOWNSTREAM ELEVATION(FEET) = 972.20
STREET LENGTH(FEET) = 285.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
Page 5
LINE1910.TXT
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.89
** *STREET FLOW SPLITS OVER STREET-CROWN'
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.21
+ SPLIT DEPTH(FEET) = 0.29 SPLIT FLOOD WIDTH(FEET) = 18.26
SPLIT FLOW(CFS) = 9.85 SPLIT VELOCITY(FEET /SEC.) = 3.12
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
' AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.21
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.96
STREET FLOW TRAVEL TIME(MIN.) = 1.48 TC(MIN.) = 18.93
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.973
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6503
' SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 3.59
TOTAL AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) = 22.69
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
' FLOW VELOCITY(FEET /SEC.) = 3.25 DEPTH *VELOCITY(FT *FT /SEC.) = 0.98
LONGEST FLOWPATH FROM NODE 76.00 TO NODE 79.00 = 1650.00 FEET.
..** it':***'. e* iir' r****** �.** ir** i:'. tir* it*** ir** ir*' r* ir** *'.r:.• *it *i: * * *i :* * *'.:': * *'.: i.-i L•i'.e L•i: *i: *i.•i: it f:
FLOW PP.00ESS FROM NODE 79.00 TO NODE 79.00 IS CODE = 1
' »»> DESIGNATE_ INDEPENDENT - STREAM - FOR _ CONFLUENCE « « <____ _____ __________ __
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.93
RAINFALL INTENSITY(INCH /HR) = 1.97
TOTAL STREAM AREA(ACRES) = 14.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.69
it is :Y W PRO* =**ir FROM[_NODE 80.0it ititf: it NODE 81..= *.,•:I COD .=
FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE 21
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 1400.00
UPSTREAM ELEVATION(FEET) = 994.00
DOWNSTREAM ELEVATION(FEET) = 972.50
'I ELEVATION DIFFERENCE(FEET) = 21.50
TC = 0.937 *[( 1400.00* *3) /( 21.50)] * *.2 = 39.184
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.293
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4973
' SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.67
TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 1.67
is ie:ki:*i:iri: * * *'; * * * * * *'.: is is * * * *•k'.r f: �f:f:i:'.t *ir'.- * *it fr f:******** ir'..• isie'. r * *'; * *i: *'r *fr * *i,• *fe': * * * *.t*
FLOW_PROCESSNFROM_NODEEA TO 11*00 TO
MAINLINE FLO 11,00 IS CODE = 11
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.293
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4973
' SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.06
TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 1.74
TC(MIN.) = 39.18
is it FLOW rir isOCESS's FROM • NODE - -- -81.00 TO NOD�A- A - -79.r ie= •i: i:-: i•CODis it is t: =:31 ---- -•A - -r
FLOW PROCESS FROM NODE 81.00 TO NODE 79.00 IS CODE 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 964.40 DOWNSTREAM(FEET) = 963.60
FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.10
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.74
PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 39.35
LONGEST FLOWPATH FROM NODE 80.00 TO NODE 79.00 = 1450.00 FEET.
isisi:'.:f: *i:* ism• i:*** A***.. isf;'.:** isi:******* i'.•': i:****'.:** f: i:** isisi :'..•i:t: **':'.•::'..•'.t'.;'.: *i: f:* *i : *,: :::: ;t ;k *.
FLOW PROCESS FROM NODE 79.00 TO NODE 79.00 IS CODE = 1
----------------------------------------------------------------------------
Page 6
LINE1910.TXT
»»>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.) = 39.35
RAINFALL INTENSITY(INCH /HR) = 1.29
TOTAL STREAM AREA(ACRES) = 2.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.74
'`'` CONFLUENCE DATA *`
' STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 22.69 18.93 1.973 14.60
2 1.74 39.35 1.290 2.70
' f t t rii>i is
****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.
....f•iri::r it i:iri:'.r fr�ie ir'.: ir�ir '.:�'.:��ir'.r�ir'.:�':'.:��kt i•�'.r t it it �'.r�'.:�i:i:'.:�ir it �iri mfr s: i:�.•ir��'.: i:��'.r itA �';
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE
' STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 23.52 18.93 1.973
2 16.57 39.35 1.290
' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 23.52 TC(MIN.) = 18.93
TOTAL AREA(ACRES) = 17.30
LONGEST FLOWPATH FROM NODE 76.00 TO NODE 79.00 = 1650.00 FEET.
ti;itf:f:itf:i PROCESS FROM T•__ f: Oir=•-•- kt :iri:ir_r'.- _•*- _-- •_-• ='.r is it =i: tf:_-___•_
FLOW PROCESS FROM NODE 79.00 TO NODE 83.00 IS CODE.= 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 963.60 DOWNSTREAM(FEET) = 962.40
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.67
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 23.52
PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 19.18
LONGEST FLOWPATH FROM NODE 76.00 TO NODE 83.00 = 1780.00 FEET.
---------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
' -- TOTAL - AREA( ACRES)----- _ - - - -- 1730 - -TC( MIN)- = - - - -- 1918------------- - - - - --
PEAK FLOW RATE(CFS) 23.52 - --
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
1 �
1
1
1 Page 7
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� I
11
1
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LINE1610.TXT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering software (aes)
(Rational Tabling version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE.Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
* * * * * * * * * * * * * * * * * * * * ^ * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* Madison Club 10 -yr
* Phase 2, Line 16 ^
* 12/20/05
******************************************* * * * * ** * * * * * * * ** * * * * * * * * * * * * ** **
FILE NAME: LINE1610.DAT
TIME /DATE OF STUDY: 15:32 12/20/2005
----------------------------------------------------------7-----------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0'.5806
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO_ (FT).- SIDE SIDE / (FT)-
-WAY- -(FT)- -(FT) -(FT)-
-/-
-(FT) ---
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167
- -(n) --
0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -curb)
2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 21
------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« <•
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00
UPSTREAM ELEVATION(FEET) = 987.00
DOWNSTREAM ELEVATION (FEET) = 977.91
ELEVATION DIFFERENCE(FEET) = 9.09
TC = 0.469 *[( 400.00 * *3) /( 9.09)] * *.2 = 10.989
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.706
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6990
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.51
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.51
********************************************* * * * * ** * * * * * ** * * * ** * * * ** * * * * * * **
FLOW PROCESS FROM NODE 85.00 TO NODE 86.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
- - » »> USING - COMPUTER-ESTIMATED - PIPESIZE- (NON_PRESSURE FLOW) < < < < < -- - - - - --
--------------------------------
--------------------------------------------
Page 1
e
LINE1610.TXT
ELEVATION DATA: UPSTREAM(FEET) = 972.80 DOWNSTREAM(FEET) = 972.30
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.05
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.51
PIPE TRAVEL TIME(MIN.) = 0.77 TC(MIN.) = 11.76
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 86.00 = 540.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * **
FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 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.) = 11.76
RAINFALL INTENSITY(INCH /HR) = 2.60
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.51
FLOW PROCESS FROM NODE 187.00 TO NODE 86.00 IS CODE = 21
» >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[('LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00
UPSTREAM ELEVATION(FEET) = 984.00
DOWNSTREAM ELEVATION(FEET) = 980.90
ELEVATION DIFFERENCE(FEET) = 3.10
TC = 0.469 *[( 250.00 * *3) /( 3.10)] * *.2 = 10.279
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.813
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7046
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.19
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.19
********************************************* * * ** * * * * * * ** * * * ** * * * * ** * * ** * ***
FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
_____ ------------------------
________________ _______________________________
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.28
RAINFALL INTENSITY(INCH /HR) = 2.81
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.19
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 1.51 11.76 2.602 0.80
2 1.19 10.28 2.813 0.60
1 t** * * * * * * * * * * * * * * * * * * * * * * *tr * * * * ** 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.
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.61 TC(MIN.) = 11.76
TOTAL AREA(ACRES) = 1.40
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 86.00 = 540.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 62
Page 2
** PEAK
STREAM
FLOW RATE
RUNOFF
TABLE **
TC
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
2.51
10.28
2.813
2
2.61
11.76
2.602
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.61 TC(MIN.) = 11.76
TOTAL AREA(ACRES) = 1.40
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 86.00 = 540.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 62
Page 2
-------------- - - - - -- ----- -- --- ----------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» »>( STREET_ TABLE _ SECTION - #2- USED)««<_ ___ ____ _______ ______ ____ ___ _ ___
UPSTREAM ELEVATION(FEET) = 980.89 DOWNSTREAM ELEVATION(FEET) = 978.23
STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.67
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.18
HALFSTREET FLOOD WIDTH(FEET) = 13.12
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.38
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) =' 0.43
STREET FLOW TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 13.58
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.393
I SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6808
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.12
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 4.73
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.27
FLOW VELOCITY(FEET /SEC.) = 2.54 DEPTH *VELOCITY(FT *FT /SEC.) = 0.52
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 87.00 = 800.00 FEET.
FLOW PROCESS FROM NODE 87.00 TO NODE 91.00 IS CODE = 62
----------------------------------------------------------------------------
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
_ - » »>( STREET -TABLE _ SECTION - # - -2- USED)««<-- -
----------------------------------------------
- ---- --- ------ --- ----- - - - - --
UPSTREAM ELEVATION(FEET) = 978.23 DOWNSTREAM ELEVATION(FEET) = 975.52
STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = '6.0
STREET HALFWIDTH(FEET) = 19.00
1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.54
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 15.86
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.80
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.66
STREET FLOW TRAVEL TIME(MIN.) = 1.55 TC(MIN.) = 15.13
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.248
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6711
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.62
TOTAL AREA(ACRES) = 5.10 . PEAK FLOW RATE(CFS) = 8.35
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 17.28
FLOW VELOCITY(FEET /SEC.) = 2.97 DEPTH *VELOCITY(FT *FT /SEC.) = 0.79
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 91.00 = 1060.00 FEET.
FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 IS CODE = 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:'
TIME OF CONCENTRATION(MIN.) = 15.13
RAINFALL INTENSITY(INCH /HR) = 2.25
TOTAL STREAM AREA(ACRES) = 5.10
Page 3
�I
Fl
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.35 LINE1610.TXT
-- FLOW - PROCESS FROM NODE 88.00 TO NODE 89.00 IS CODE = 21
»>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
--------------------------------
---------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 385.00
UPSTREAM ELEVATION(FEET) = 982.50
DOWNSTREAM ELEVATION(FEET) = 975.27
ELEVATION DIFFERENCE(FEET) = 7.23
TC = 0.469 *[( 385.00 * *3) /( 7.23)] * *.2 = 11.243
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.670
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6971
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.05
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.05
FLOW PROCESS FROM NODE 90.00 TO NODE 89.00 IS CODE= 81
- -» - -ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW « « <--------- ------ -- - - - - --
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.670
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6971
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.61
TC(MIN.) = 11.24
FLOW PROCESS FROM NODE 89.00 TO NODE 91.00 IS CODE = 31
------------------------------=------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» »-USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 970.19 DOWNSTREAM(FEET) = 969.97
�. FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 2.94
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.61
PIPE TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 11.81
LONGEST FLOWPATH FROM NODE 88.00 TO NODE 91.00 = 485.00 FEET.
FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 IS CODE = 1
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
» »>AND COMPUTE VARIOUS CONFLUENCED•STREAM VALUES « «<
- =TOTAL NUMBER OF STREAMS =- = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.81
RAINFALL INTENSITY(INCH /HR) = 2.60
TOTAL STREAM AREA(ACRES)'= 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.61
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 8.35 15.13 2.248 5.10
2 2.61 11.81 2.595 1.40
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 9.13 11.81 2.595
2 10.61 15.13 2.248
Page 4
E
r
a LINE1610.TXT
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.61 TC 'MIN..) = 15.13
TOTAL AREA(ACRES) = 6.50
✓ LONGEST FLOWPATH FROM NODE 84.00 TO NODE 91.00 = 1060.00 FEET.
FLOW PROCESS FROM NODE 91.00 TO NODE 95.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 969.97 DOWNSTREAM(FEET) = 968.65
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.90
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 10.61
PIPE TRAVEL TIME(MIN.) = 0.65 TC(MIN.) = 15.78
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 95.00 = 1290.00 FEET.
FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.78
RAINFALL INTENSITY(INCH /HR) = 2.19
TOTAL STREAM AREA(ACRES) = 6.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.61
= -FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH= *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 981.60
ELEVATION DIFFERENCE(FEET) = 4.40
TC = 0.469 *[( 260.00 * *3) /( 4.40)] * *.2 = 9.812
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.890
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT ='.7084
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.43
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.43
********************************************* * ** * * * * * * * * ** * * * * * * ** * * * * * * ** **
FLOW PROCESS FROM NODE 93.00 TO NODE 94.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»» >( STREET TABLE SECTION # 2 USED) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 981.60 DOWNSTREAM ELEVATION(FEET) = 980.11
STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSS FALL (DECIMAL) = 0.020
OUTSIDE STREET CROSS FALL (DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSS FALL (DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.93
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.19
HALFSTREET FLOOD WIDTH(FEET) = 13.29
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.47
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.46
STREET FLOW TRAVEL TIME(MIN.) = 0.94 TC(MIN.) = 10.76
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.740
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7009
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 4.99
Page 5
LINE1610.TXT
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 6.43
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.69
FLOW VELOCITY(FEET /SEC.) = 2.81 DEPTH *VELOCITY(FT *FT /SEC.) = 0.66
LONGEST FLOWPATH FROM NODE 92.00 TO NODE 94.00 = 400.00 FEET.
FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE = 31
»>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 972.75 DOWNSTREAM(FEET) 968.65
FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.52
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 6.43
PIPE TRAVEL TIME(MIN.) = 0.39 TC(MIN.) = 11.15
LONGEST FLOWPATH FROM NODE 92.00 TO NODE 95.00 = 600.00 FEET.
FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1
» »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.15
RAINFALL INTENSITY(INCH /HR) = 2.68
TOTAL STREAM AREA(ACRES) = 3.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.43
** CONFLUENCE DATA **
STREAM ' RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 10.61 15.78 2.193 6.50
2 6.43 11.15 2.684 3.30
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.
RAINFALL'INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 13.92 11.15 2.684
2 15.86 15.78 2.193
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.86 TC(MIN.) = 15.78
TOTAL AREA(ACRES) = 9.80
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 95.00 = 1290.00 FEET.
k it it it it it it it 4r it st s`ir*tir i'ir* *st*ir it is tc s`ir it ie ir*ir it it it k sk it it it *ir*ik it *'w it it * * * * * * * * **k iir *4 it {t'k ir'ar t is *it'.*
FLOW PROCESS FROM NODE 95.00 TO NODE 99.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
-- »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
----------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 968.65 DOWNSTREAM(FEET) = 968.43
FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.20
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 15.86
PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 15.85
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 99.00 = 1320.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 1
----------------------------------------------------------------------------
;� - - »»> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE << < < < ------------------
Page 6
t
LINE1610.TXT
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.85
RAINFALL INTENSITY(INCH /HR) = 2.19
TOTAL STREAM AREA(ACRES) = 9.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.86
FLOW PROCESS FROM NODE 96.00 TO NODE 97.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 981.92
ELEVATION DIFFERENCE(FEET) = 4.08
TC = 0.469 *[( 250.00 * *3) /( 4.08)] * *.2 = 9.729
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.904
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7091
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.44
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.44
********************************************* * * * * * * * * * * * * * ** * * * * * ** * * * * * * ***
FLOW PROCESS FROM NODE 97.00 TO NODE 98.00 IS CODE = 62
----------------------------------------------------------------------
»»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
» » >( STREET TABLE SECTION # 2 USED)« «<
UPSTREAM ELEVATION(FEET) = 981.92 DOWNSTREAM ELEVATION(FEET) = 979.97
STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk FIOw Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.23
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.19
HALFSTREET FLOOD WIDTH(FEET) = 13.34
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.64
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.49
STREET FLOW TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 10.74
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.742
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7010
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 5.57
TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 7.02
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 15.80
FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71
LONGEST FLOWPATH FROM NODE 96.00 TO NODE 98.00 = 410.00 FEET.
********************************************* * * * * * * * * * * * ** * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 98.00 TO NODE 99.00 IS CODE = 31
-------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)««<
1 ELEVATION DATA: UPSTREAM(FEET) = 971.81 DOWNSTREAM(FEET) 968.43
FLOW LENGTH(FEET) = 206.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.02
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 7.02
PIPE TRAVEL TIME(MIN.) = 0.43 TC(MIN.) = 11.17
LONGEST FLOWPATH FROM NODE 96.00 TO NODE 99.00 = 616.00 FEET.
********************************************* * ** * * * * ** * * * * * * * * * * * * * * * * * * * * **
- -FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 1
----------------------------------------------------------------------
Page 7
LINE1610.TXT
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
— =TOTAL NUMBER OF STREAMS =—== 2_____ ___________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.17
RAINFALL INTENSITY(INCH /HR) = 2.68
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.02
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 15.86 15.85 2.188 9.80
2 7.02 11.17 2.681 3.60
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 18.19 11.17 2.681
2 21.59 15.85 2 .188
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 21.59 TC(MIN.) = 15.85
TOTAL AREA(ACRES) = 13.40
LONGEST .FLOWPATH FROM NODE 84.00 TO NODE 99.00 = 1320.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 13.40 TC(MIN.) = 15.85
—= PEAK — FLOW — RATE( CFS)---- - - - = -2 159__________ _______________________________
END OF RATIONAL METHOD ANALYSIS
0
a
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Page 8
LINE2010.TXT
�- :k ir�f: ��• ii:: 4'.: irf: �f: irt: ici:: Y'.: fc�• iri:'.:'.: fra `f:ir•k'.:i:icf:f:��f=w�.i :frf: irh f:i•i:f:i:'. :�ir'.:�tfr i:�ir�ic fr�i ��'. :f :��f,•�i:�
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c). Copyright 1982 -2004 Advanced Engineering Software (aes)
(Rational Tabling version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
i• * * =.;x • irf: f •f - •* f •fr DESCRIPTION OF STUDY *is =•f: f i i .i f frf f i is is
• Madison Club 10 -yr °
• Phase 2, Line 20
fr 8/30/05
ir��fi��fii =ir �i:i: fc fc'.rf:f:'.t��i•4� *fr sir itX f:�ir�fr f:tr�kR'.='.r:h it it fe ir�tf=ir's�- '.r'<��f: ir��f.•f: fe �•.. .. .. ie L•�ie �f: fr
FILE NAME: LINE2010.DAT
- -TIME /DATE OF STUDY: 10_20 08/30/2005
- --------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
I, RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
i`USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL`
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL .IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative FIOw -Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)`(velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
fr fr t'.: '.• is f: f:'.: it 4 is f: � ir'.r'.• � ': fr �'.c f: f:'.• is � f: � � is s`• i; fr is � � �• i; fc Air :: � �''.:':':': is i:'.c it i; :� i; � :c i; i• f; is � f: f: a A ir': k'.: � k'.• :k tr
�I FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
-----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
4 TC = K*[(LENGTH=• =3) /(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 328.00
UPSTREAM ELEVATION(FEET) = 990.50
DOWNSTREAM ELEVATION(FEET) = 986.20
ELEVATION DIFFERENCE(FEET) = 4.30
TC = 0.469*[( 328.00* *3) /( 4.30)] =•ir.2 = 11.331
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.658
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6965
SOIL CLASSIFICATION IS "Brr
SUBAREA RUNOFF(CFS) = 1.48
TOTAL AREA(ACRES) 0.80 TOTAL RUNOFF(CFS) = 1.48'
ie it f:i: it fr it �i: Yc ir'.:f:f: ir�i: is xf<�t��'•ref:f:fri: sir '.:t'.r�i:f:i<':���f:i:�::i'.r sY��'. :���•fif:�'.:�f: *i: ::'•: tr'.: i;'.e :'e�i :'.: i:�
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62
------------ ------- ----- ------- ----- ----- -------------
--------------------
» »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
»»>( STREET TABLE SECTION # 2 USED) ««<
----------------------------------------------------------------------------
Page 1
LINE2010.TXT
UPSTREAM'ELEVATION(FEET) = 986.20 DOWNSTREAM ELEVATION(FEET) = 984.40
STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0,100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.27
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.14
HALFSTREET FLOOD WIDTH(FEET) = 10.82
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27
PRODUCT OF DEPTH &VELOCITY(FT'*FT /SEC.) = 0.31
STREET FLOW TRAVEL TIME(MIN.) = 1.03 TC(MIN.) = 12.36
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.528
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6890
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.57
TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 3.05
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 11.86
FLOW VELOCITY(FEET /SEC.) = 2.47 DEPTH*VELOCITY(FT °FT /SEC.) = 0.39
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 468.00 FEET.
:e:t't'.:iri :i :�'..•'.ei: ir����'.:i:i :�'.:�ir it'• r` �i:'.: ��'..• it��'.: it::'. r'.; s":'.:'.; �' �' .:�':i:':�fi'c'.:��•� ^':�':���': :: it�':t•: '.:��•�
-- FLOW - PROCESS - FROM - NODE - - -- 102_00 -TO- NODE - - -- 102_00 -IS- CODE----- 1---- - - - - --
-- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.36
RAINFALL INTENSITY(INCH /HR) = 2.53
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOUR RATE(CFS) AT CONFLUENCE = 3.05
t�� ;ir::i:i:kL•ir ir�i.•' s4 'rt:'.:�'.:i:� ^�':'. :iri:'.:�'t ir�i: t•'. r��.,:; F�• i:': �'. r ::�'.rir'.:s::'.:':':�i:'s'.::: :r it ir'.c�'.; �•i:'.:': :; ::���•
- -FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K ^[(LENGTH * *3) /(ELEVATION CHANGE)]` =.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00
UPSTREAM ELEVATION(FEET) = 993.70
DOWNSTREAM ELEVATION(FEET) = 986.40
ELEVATION DIFFERENCE(FEET) = 7.30'
TC = 0.469 =[( 330.00** 3)/( 7.30)]= =.2 = 10.230
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.821
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7050
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.59
TOTAL AREA(ACRES) 0.80 TOTAL RUNOFF(CFS) 1.59
'.: fr:: isf:i:::ir's' :is�d•Yri:'.:::ir' ski '.:��i•'.r'e�i:i:f:�::'::Y�tr �•.•': sY'.:'::: '.:��:ti:'.:':':• :{r'.:'.:::'.: ':�'; it is �': a4't���f: '.r t. ': :;�
FLOW PROCESS FROM NODE 104.00 TO NODE 102.00 IS CODE = 31
» >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA UPSTREAM(FEET) = 977.80 DOWNSTREAM(FEET) = 976.10
FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.20
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.59
PIPE TRAVEL TIME(MIN.) = 0.67 TC(MIN.) = 10.90
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 102.00 = 500.00 FEET.
'ir��':i:'.•::'.•A= ism::'. :��ir�4':'.:':'.tir'.:':�•���:: ir�i: A'.: i:: r'k�'.:t:'.:�d'.r�"�- .•�::::'.: �fr�'.:�•�kir'.r��::�.a`�'.. �..,•:�'; :r it
r - -FLOW- PROCESS FROM NODE 102.00 TO NODE -_- 102_00 -IS CODE = 1
----------------------------------- ---------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
Page 2
LINE2010.TXT
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
- =TOTAL NUMBER OF STREAMS =- _ 2_______________________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.90
RAINFALL INTENSITY(INCH /HR) = 2.72
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.59
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 3.05 12.A 2.528 1.70
2 1.59 10.90 2.718 0.80
.. AAi;***:.....: r* irtr *irr.ir * **_.......r....i.•i; iris: rWARNING * * *.. *irt:i, * * * * *.r..�• * * *.. _ ** *try *it * *....::*
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.
A' .rAAAAAAAAA�•:rAAAi ;i:i:ir* * *i: '.r it it * *�. * *ir i:b *': *i: �• Air* �"'. r * *� * *'.:'.e'.: * * * * * * * *ie * * * *iet it * *'.e *ie
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.28 10.90 2.718
2 4.53 12.36 - 2.528
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.53 TC(MIN.) = 12.36
TOTAL AREA(ACRES) = 2.50
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 102.00 = 500.00 FEET.
' AAAAi; itAAAAA'.;'.:Air A'.: AAA'. :'.;isAAAAA:.• ire• AAA •Ai:i:AAAAAi:AAAAAAAAAir'.:AA'; A i:A'.;A'.r'.rAAAAA'..•A': i:AAA
FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 62
» »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
»» >( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 984.40 DOWNSTREAM ELEVATION(FEET) = 981.20
STREET LENGTH(FEET) = 255.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to- curb).= 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.73
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.21
HALFSTREET FLOOD WIDTH(FEET) = 14.71
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.88
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.62
STREET FLOW TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 13.83
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.368
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.41
TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 6.94
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.69
FLOW VELOCITY(FEET /SEC.) = 3.03 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 105.00 = 755.00 FEET.
'. cA'.: AA': AAAAAAAAAAAi: irA'.: AAAA'.: AAAAAAAAAAirAAAAAAAAAA' .:AAAAAAAAAAAAA *ieAAAAAAAAAi.•A A'.e
FLOW - PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62
----------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
» » >( STREET TABLE SECTION # 2 USED)« «<
' UPSTREAM ELEVATION(FEET) = 981.20 DOWNSTREAM ELEVATION(FEET) = 979.40
STREET LENGTH(FEET) = 145.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
Page 3
LINE2010.TXT
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.40
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 16.07
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.07
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.74
STREET FLOW TRAVEL TIME(MIN.) = 0.79 TC(MIN.) = 14.62
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.293
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6742
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.93
TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 7.87
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 16.40
FLOW VELOCITY(FEET /SEC.) = 3.13 DEPTH *VELOCITY(FT *FT /SEC.)-'= 0.78
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 106.00 = 900.00 FEET.
*ir tr *':?: *s`ir * *f: * * * *:: * **ir is t •': * * * * * * * *�• * * * * * * *i: *ir*:c*ir it t.':'.: *L•'r'.:'r'.r�•'.: *:c'.: is *': it ir'.r !.•:Y St *ir i :��
FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1
--------------------------------------------------------- - ------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.62
RAINFALL INTENSITY(INCH /HR) = 2.29
TOTAL STREAM AREA(ACRES) = 4.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.87
�'.• ��• f: �• ki.•:: ir': R�': �:rAi:'sYr'.:ir:et.'.r:efe::'.: sir:: �': f: ist ':•c'.. #•.'.'.:'s'e�'.:ir'.:�i: ir��i:':ir': �•ir'.r ir�fi :: tr'.:�t•ir ir���'.:
FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD'INITIAL SUBAREA ANALYSIS««<
___________________________________________ _______________ ________________
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * =•3) /(ELEVATION CHANGE)]* *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 385.00
UPSTREAM ELEVATION(FEET) = 985.50
DOWNSTREAM ELEVATION(FEET) = 981.40
ELEVATION DIFFERENCE(FEET) = 4.10
TC = 0.469 *[( 385.00 * *3) /( 4.10)] * =•.2 = 12.594
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.500
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6874
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 2.75
TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 2.75
'. :i:'.rie'.::e'..•'::e ie i:**ir ir'.ri: *'.r'. :'.: it ir•.;:i :'.: *is fr*** ir*':*'. r*'.:*! t* ir**'.::: *':'.•:rfr'.:i: *'.::rt.� *'.r *': :r it tr is '.: *L•i: * *:r*
- -FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 62
----------------------------------------------------------------------
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
» »>( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 981.40 DOWNSTREAM ELEVATION(FEET) = 979.20
STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.07
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET) = 12.19
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.34
Page 4
i
LINE2010.TXT
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.38
STREET FLOW TRAVEL TIME(MIN.) = 1.42 TC(MIN.) = 14.02
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.349
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6779
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.64
TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 3.39
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 12.63
FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH *VELOCITY(FT *FT /SEC.) = 0.41
^ LONGEST FLOWPATH FROM NODE 107.00 TO NODE 109.00 = 585.00 FEET.
trt; t;'. rtr.: rt:: kt: t: t: t: t: trt: t:. �f:::' s:: tr'.:'. rt: ft: t: �'.: ��' st.• �t:'.: �:: �44t•'.: t '.r::'.:t:���t:��'.r���•t':�trfi t: x- �i•:.•at: '.r4
FLOW PROCESS FROM NODE 110.00 TO NODE 109.00 IS CODE = 81
----------------------------------------------------------------------------
-- » » >ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW << < < < --------------------
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.349
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6779
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.64
TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4.02
TC(MIN.) = 14.02
t; t: t; ttrt: irt;* trt; tr t; t:::::,: tr* t: t:* trt:* trt: t: a** i:* t: �• �: r����c�����• t.• ��t; t: ���t�� -';';��•:t�t:t:��•it:�t.•�tr��
FLOW PROCESS FROM NODE 109.00 TO NODE 106.00 IS CODE = 31
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 914.10 DOWNSTREAM(FEET) = 973,30
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.71
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.02
PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 14.13
LONGEST FLOWPATH FROM NODE 107.00 TO NODE 106.00 = 630.00 FEET.
*t:t; * *t:�• * **t:tr *trt: ** try**** t: t:* �• �•.: �t; t: t:'r �tyt; t: �• ���t:': t: t: �• ��• �t.• �:: t :�a�t:.•��t:tr�����•t��•�•�t ;a
FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1
--------- ----------- ------- ---- ----------------
» -
---------------------
>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.13
RAINFALL INTENSITY(INCH /HR) = 2.34
TOTAL STREAM AREA(ACRES) = 2.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.02
t; *�• * *s� *t:�•'.:t:t; * * * * * * * * **tr tr t: * * * * * * *t:'.:�'. ;t: �tr�::�'.: is �`ate• :;•':t:'.:t:�::':i :t•':��t; ir4t�•t t.•:4 �tr'.:�i•'.: .•
FLOW PROCESS FROM NODE 111.00 TO NODE 106.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 480.00
UPSTREAM ELEVATION(FEET) = 985.50
DOWNSTREAM-ELEVATION(FEET) = 979.40
ELEVATION DIFFERENCE(FEET) = 6.10
TC = 0.469 *[( 480.00 * *3) /( 6.10)] * *.2 = 13.278
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.424
' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6828
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.32
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.32
_ t;t:i:'.: *t:i:tri: to ir* t:'.;'. r'.: tr* f:'. r'. e**'.: iri :i:tr'.:* * *tr * *'.r * **t:te'.r to t: * * * *t:'...t. * *;k•:•:t: * *'.•t: t: t: tr �• **�. �. , ;'.:'.: *,;':*
- -FLOW- PROCESS -FROM -NODE
- - -- 106_00 -TO- NODE
- - -- 106_00 -IS- CODE
-= 1
-------- - - - - --
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 13.28
RAINFALL INTENSITY(INCH /HR) = 2.42
Page 5
ILINE2010.TXT
TOTAL STREAM AREA(ACRES) =
1.40
PEAK FLOW RATE(CFS)
AT CONFLUENCE = 2.32
1
** CONFLUENCE DATA
**
STREAM RUNOFF
TC
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 7.87
14.62
2.293
4.60
2 4.02
14.13
2.338
2.40
3 2.32
13.28
2.424
1.40
** tctr** irt: tr: Yt: ir* r.* i : *i: * *tci : *i.• * *i: *i: *•..•�•t: WARNING * * *t :i: * * * *i: �•**** isi: * * * *�•i;i: * *c•i.• *...;.,;.,.;.;
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.
'.: ir. '.r * *isi:L• * * *i :i.•i:'.:t:ir'.: sk it * *'.:t: is it t.*'.::: isi:* ir**'..•'.: i:'. r* tr'< ir• k *it *•;t.. *�•i:i: * * **'.:'.:': *:: ie is is *.. .r *ir i:*�•
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 13.25 13.28 2.424
2 13.86 14.13 2.338
3 14.00 14.62 2.293
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.00 TC(MIN.) = 14.62
TOTAL AREA(ACRES) = 8.40
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 106.00 = 900.00 FEET.
'.: it ir;Y*:: ism•'.: *':it* *irks*'.:* *': *'.:ie * *'.r * * *ir k'.:'.:** ist: t: ir*'.: ir*' :�•i:i:tr'.r::':i: *': *': * *i: *i: :.-ic is *i : * * *ic it *ir'.:
- -FLOW- PROCESS -FROM- NODE - - -- 106_00 -TO- NODE - - -- 112_00 -IS- CODE-=-- 31---- - - - - --
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 973.30 DOWNSTREAM(FEET) = 971.60
FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.51
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 14.00
PIPE TRAVEL TIME(MIN.) = 0.72 TC(MIN.) = 15.33
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 112.00 = 1180.00 FEET.
*iekkkkki: *'..•k kkkirkkk': kk*::'.:': kki :kki:kkkkirk *kkkirkk *'.: *:.-k kit'.: kir *kkkkkkkkkkkkkkkisk * **'.:
- -FLOW- PROCESS - FROM - NODE - - -- 112_00 TO- NODE - - -- 112_00 -IS- CODE 1
----- ---- - -_ - --
-- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
--------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.33
RAINFALL INTENSITY(INCH /HR) = 2.23
TOTAL STREAM AREA(ACRES) = 8.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.00
***-* kkkkkkkkkk:: iskkki.• kk'. ekki: kkkkk�• i.• kkkkkkk�-': kkkkkkkkk': kkkkkkkkkki ..i..i.•k'.:kkkkki.• *�•
- -FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 21
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 360.00
UPSTREAM ELEVATION(FEET) = 986.70
DOWNSTREAM ELEVATION(FEET) = 982.60
ELEVATION DIFFERENCE(FEET) = 4.10
TC = 0.469 *[( 360.00**3)/( 4.10)] * *.2 = 12.097
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.559
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6909
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.41
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.41
• ri:* is * *f:'.r'.: *ir'. :isL•'.:i:::f. is it t: *'. :ir�•is is i:* ist :'..•'.r'.:i : * *',: * * * *i:'.: *i; *'.. •; * * * * * * * *'.. i.'.•' -.'-• �.'.'. •. •.'. ,. ;': *•: **
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1
------------- ----------- ------- --------------------
» -
---------------------
>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
Page 6
1
�l
1
ri
t
LINE2010.TXT
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.10
RAINFALL INTENSITY(INCH /HR) = 2.S6
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41
kir CONFLUENCE DATA kA
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
14.00
15.33
2.230
8.40
2
1.41
12.10
2.559
0.80
: 4��iri; i.• �i:i:i'.:t'.:'. :i :��•i:'•'.r'.: i.•�i: it �i: �'.r'.t'.r ie •t •.�.•'.•.'.ir#�ir'r'. :i :': it��ir �.::'.: '..���i.•ir it ir'.:�i•i: '.e ie
IN THIS 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.
kkkkkkki.•k ickkkirkkkkkk k'. .•kkkkkkkkkkit':kkki•kkkkkkk':k is ir�ir�'. :i: sir'.: ire � �•ir is .. .. it it'.e. � is ',:.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
kk PEAK FLOW RATE TABLE kk -
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) . (INCH /HOUR)
1 12.46 12.10 2.559
2 15.24 15.33 2.230
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.24 TC(MIN.) = 15.33
TOTAL AREA(ACRES) = 9.20
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 112.00 = 1180.00 FEET.
FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< - - --
ELEVATION DATA: UPSTREAM(FEET) = 971.60 DOWNSTREAM(FEET) = 970.60
FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.012
DEPTH OF'FLOW IN 24.0 INCH PIPE IS 16.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.61
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 15.24
PIPE TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 15.75
LONGEST FLOWPATH FROM NODE - 103.00 TO NODE 114.00 = 1345.00 FEET.
kir i :kkkk'.rk �•k'.•kkkkkkie i :kkk::kirk'.:kk'.:kkkkkkkkirk ki: i;kkkirk irkkir k'.: �•:ri: k'. :kk::k ki:kkki: k'. :kk'.:k
FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) 970.60 DOWNSTREAM(FEET) = 968.70
FLOW LENGTH(FEET) = 315.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.16
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 15.24
PIPE TRAVEL TIME(MIN.) = 0.85 TC(MIN.) = 16.60
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 115.00 = 1660.00 FEET.
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM '1 ARE:
TIME OF CONCENTRATION (MIN.) = 16.60
RAINFALL INTENSITY(INCH /HR) = 2.13
TOTAL STREAM AREA(ACRES) = 9.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.24
iskkki:'.. •ki;i:i :'. :isk'. :ki:k'.:kkkkki: iskkkt:': iskk:: iskkkki: kk'.. i:'.: kkkkkki :kk'.:i:i:kkt:i :kkkikk�•'.:kk i :k'. :'.:'...
FLOW PROCESS FROM NODE 116.00 TO NODE 115.00 IS CODE = 21
�, -- »»>RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS << < < < --------------- - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
Page
LINE2010.TXT
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K* [(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00
UPSTREAM ELEVATION(FEET) = 982.00
DOWNSTREAM ELEVATION(FEET) = 977.10
ELEVATION DIFFERENCE(FEET) = 4.90
' TC = 0.469 *[( 250.00 * *3) /( 4.90)] * *.2 = 9.379
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.967
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7121
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.48
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS)
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE - 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
- -»»> AND _ COMPUTE - VARIOUS - CONFLUENCED- STREAM - VALUES<<< <<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.38
RAINFALL INTENSITY(INCH /HR) = 2.97
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.48
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 15.24 16.60 2.129 9.20
2 1.48 9.38 2.967 0.70
r *s: * * * * ** : • * * * * * * * * * * * *•* * •
****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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
°* PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
i NUMBER (CFS) (MIN.) (INCH /HOUR)
1 10.09 9.38 2.967
2 16.30 16.60 2.129
' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.30 TC(MIN.) = 16.60
TOTAL AREA(ACRES) = 9.90
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 115.00 = 1660.00 FEET.
FLOW PROCESS FROM NODE 115.00 TO NODE 117.00 IS CODE = 62
»>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
» »>( STREET TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 977.10 DOWNSTREAM ELEVATION(FEET) = 973.10
STREET LENGTH(FEET) = 265.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk FIOW Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.11
** *STREET FLOW SPLITS OVER STREET - CROWN * **
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.85
SPLIT DEPTH(FEET) = 0.17 SPLIT FLOOD WIDTH(FEET) = 12.52
SPLIT FLOW(CFS) = 3.88 SPLIT VELOCITY(FEET /SEC.) = 2.79
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.85
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.15
Page 8
LINE2010.TXT
STREET FLOW TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 17.75
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.048 -
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6564
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) - 1.61
TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 17.91
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 3.85 DEPTH *VELOCITY(FT *FT /SEC.) = 1.15
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 117.00 = 1925.00 FEET.
FLOW - f.ROCESS FROM Nit is it -f: is i :117.00 - --. it NODE - -- 118.0 -.--:i CODEis =
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE 31
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
- -»»> USING - COMPUTER-ESTIMATED - PIPESIZE -( NON - PRESSURE - FLOW)« «<----- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 966.40 DOWNSTREAM(FEET) = 965.50
FLOW LENGTH(FEET) = 135.00 MANNING'S N ' 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.53
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 17.91
PIPE TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 18:09
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 118.00 = 2060.00 FEET.
FLOW PROCESS{• --- NOD fait'.: is - •{[8.00•t•=O --_-__ir18.0.--•=t:-_A_[_•A_•_A-
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE 1
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.09
RAINFALL INTENSITY(INCH /HR) = 2.03
TOTAL STREAM AREA(ACRES) = 11.10
-SPEAK FLOW RATE(CFS) AT CONFLUENCE = 17.91
* *f:ik *'.r it it * **'.: *i[ir ir'.r *i['.: *i: * *fr ft fr* ir** i[* i:' siz*' X *it:Yir *irf[ * * *'.tir *i:i[f: *it it ir': *'.['.['.r * *i: it is it'..•'.: f: i[i[
„ FLOW PROCESS FROM NODE 119.00 TO NODE 118.00 IS CODE = 21
----------------------------------------------------------------------------
- -» »-RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS --------------------------------------------------- --------------- - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 235.00
UPSTREAM ELEVATION(FEET) = 977.10
DOWNSTREAM ELEVATION(FEET) = 970.40
ELEVATION DIFFERENCE(FEET) = 6.70
TC = 0.469 *[( 235.00 * *3) /( 6.70)] * *.2 = 8.489
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.143
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7200
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.36
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.36
i['.: * * *ir * * *i• * * * *f.• *f.• * * *ie * * *Y: '.<i: '..•:Y to is is is �• it' .:ie * *'.:ie'.:*'..•i : *'•:i.• *i: is '.r f: it is it'.: * * * *i: 'r it *': �•'. : * *f: * *'.; ir*
- -FLOW PROCESS FROM NODE 120.00 TO NODE 118.00 IS CODE = 81
----------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.143
1 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7200
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.13
' TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.49
TC(MIN.) = 8.49
' *f[ir *A *'.: it it ir'. r**::* ic* i:'.: k*** i:*'. ri•** i[ it:'• isi;*****': *f : * *i:i:'..•'.ri:ir:: *i.•:.•ir ir'.ti:*iri: i; f:'.; ir'.•'.: f: * * *'.r t: is it*
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 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.) = 8.49
RAINFALL INTENSITY(INCH /HR) = 3.14
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.49
Page 9
LINE2010.TXT
* *- * * *tr * * * * * * * * *N *• * * * ** is *t;* * *.* WARNING * * * * * * * * ** * * * * **N * ** * ** * ** * * * **
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.
...... ,. *'- * * * *OONNO * * * *'.; * * * ** *N * *' sir' s** i;':** * * * * * * *�• * * *NO * *NOt:N'.r *'.; *': *'.: *'.:*'.:'.:*•: '.: ':'.:*
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
** CONFLUENCE DATA
STREAM RUNOFF
**
TC
INTENSITY
AREA
RUNOFF
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
(INCH /HOUR)
1
17.91
18.09
2.026
11.10
19.52
2
2.49
8.49
3.143
1.10
* *- * * *tr * * * * * * * * *N *• * * * ** is *t;* * *.* WARNING * * * * * * * * ** * * * * **N * ** * ** * ** * * * **
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.
...... ,. *'- * * * *OONNO * * * *'.; * * * ** *N * *' sir' s** i;':** * * * * * * *�• * * *NO * *NOt:N'.r *'.; *': *'.: *'.:*'.:'.:*•: '.: ':'.:*
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE
TABLE **
STREAM
RUNOFF
TC
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
10.89
8.49
3.143
2
19.52
18.09
2.026
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.52 TC(MIN.) = 18.09
TOTAL AREA(ACRES) = 12.20
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 118.00 = 2060.00 FEET.
*fi FLO *i: PROCESS FROM NODE: *= t: * *i----- r -• * =. NODEir -� -1 21.0-- I----- *- • =A�A--- •- �� - -� --
FLOW PROCESS FROM NODE 118.00 TO. NODE 121.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 965.50 DOWNSTREAM(FEET) = 958.20
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 18.51
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
' PIPE- FLOW(CFS) = 19.52
PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 18.17
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 121.00 = 2140.00 FEET.
FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 10
-----------------------------------------------------------------------
» » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
- -FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 21
----------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
-------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00
UPSTREAM ELEVATION(FEET) = 974.30
DOWNSTREAM ELEVATION(FEET) = 968.50
ELEVATION DIFFERENCE(FEET) = 5.80
TC = 0.469 *[( 230.00 * *3) /( 5.80)] * *.2 = 8.626
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.114
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7188
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.12
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.12
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE = 1
i - - - -
------------ ----------- ------ --- -------------- -
»>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< -------------- -------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.63
RAINFALL INTENSITY(INCH /HR) = 3.11
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12
ONOtrO***irO ic* t: i:**** OO': t.** N'.:* N*: k '.rNN *OONN * *i:i: *N::*t:O * * * *'.: *': t:N'.•i•N•N *::., �. *N..: *NON *Nt:N
FLOW PROCESS FROM NODE 124.00 TO NODE 123.00 IS CODE = 21
----------------------------------------------------------------------------
Page 10
fl
t
f
LJ
1
n
1
1
C
LINE2010.TXT
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
- - - - - -- --------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]* *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 445.00
UPSTREAM ELEVATION(FEET) = 975.20
DOWNSTREAM ELEVATION(FEET) = 968.50
ELEVATION DIFFERENCE(FEET)'= 6.70
TC = 0.469 *[( 445.00 * *3) /( 6.70)] **.2 = 12.452
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.517
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6884
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.08
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.08
*ir ir::ir'.r it t :irtri:��ki:'s it tr i:'.:t:����ir t: qtr?: �i: �'. r} i:'.:'.: �• i:;: ���i :'.:'.:'.:'.rt:��•i:��•i;��f: �trfi's'.:�.ir t: �-ir'.: t: t: ir'.•
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.45
RAINFALL INTENSITY(INCH /HR) 2.52
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.08
** CONFLUENCE DATA
**
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
1.12
8.63
3.114
0.50
2
2.08
12.45
2.517
1.20
*** isi; i:* tr* * *i:i : *:ri: * *ir * * * * * *i : * *e : * * ** WARNING* i:**** i:* t: t: it * *i: * *t :t: * * * * *�•i: * * *t: *�•�• *t
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.
it * * *fe *it ie i : *ie * *t: tr is it it �'.: *i: ** iris* �'.:** i:': isi:**._..**: 4**: Y** i :'.:G• * *�* * *'.e'.: * *i: * *':k * *i: *'.e *i• **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE *-
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 2.56 8.63 3.114
2 2.98 12.45 2.517
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.98 TC(MIN.) = 12.45
TOTAL AREA(ACRES) = 1.70
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 123.00 = 445.00 FEET.
*ir'.rir*ir'.rie* its• i:'.:* iri: i:***^ r' s* ir'.:........** i:' : *ir'. : * *'..•irt.i.•ie *t:ir *'.r it it *ir * * * *:..i:i:L• *'.: *'.: *ir *ir'..•ir it i.•* *i:*
FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 31
----------------------------------------------------------------------------
- -» »> COMPUTE- PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 963.30 DOWNSTREAM(FEET) = 961.10
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.24
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE- FLOW(CFS) = 2.98
PIPE TRAVEL TIME(MIN.) = 0.73 TC(MIN.) = 13.18
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 125.00 = 675.00 FEET.
'.:'. ; *i: *iri:•k'. :'.:ir *ir it it �•'. ri :k * *'.:tr'.:i : *t. *.•i:i: *ir;4 it tr *it'i:'.: *'.r *t:'..•'.: *i: *i: is t: *t: * * * *t.•'. •..•. •. •. •. ,. * *ir *'.r it *,:
FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE - =^ 1
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.18
RAINFALL INTENSITY(INCH /HR) = 2.43
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.98
Page 11
LINE2010.TXT
�f:t :i:t:t:�fiir �i:t:itr to t:��itri ��t:i; tr tr is t: kt: f: t: �t: t: ��'.: �fi�• t:�f:t::Y'.:::tt�':::trt:t:•kt: tr���i. ,: •; •:�': L. ,: tr t: �•': t:�
FLOW PROCESS FROM NODE 126.00 TO NODE 125.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
-----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 405.00
UPSTREAM ELEVATION(FEET) = 975.90
DOWNSTREAM ELEVATION(FEET) = 971.00
ELEVATION DIFFERENCE(FEET) = 4.90
TC = 0.469 *[( 405.00 * *3) /( 4.90)] * *.2 = 12.528
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.508
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6878
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.72
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.72
file irfifi *fiir *�• *fi:h::f:�•ir.;fi *t: t: t: t: t: *t: *t: �•t: * *t: t: fit:*'. rt: t: tr *i•t:t: *t: * *t:t: * *t;t: *t : * *t: *t: tt *t : t: t: t: t : * *t; :.. t.*
FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»»>ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.53
RAINFALL INTENSITY(INCH /HR) = 2.51
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.72
** CONFLUENCE DATA
**
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
2.98
13.18
2.435
1.70
2
1.72
12.53
2.508
1.00
t; �••* t.•** itt :fi * * * *fififi *fifi'rfififififi * * *fififi'.tfi WARNING* fifififififififififi* fi *fi *fi�•tr *i.• *�- i : *i: *t•trf: * *:r it
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.
i :it'.t fr it it fa it *;k * *itfi'.ri:i : *ir fe icf: fifr i:.. *f:ir;:'.t.•ic it it *i:iriri:'.r fc fr �• *i:'rir *fc it f:f:i:f:f:i:ft'.:i: *i: ic'k'.: i.•it *f: f: '.: it �•fe
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.56 12.53 2.508
2 4.66 13.18 2.435
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.66 TC(MIN.) = 13.18
TOTAL AREA(ACRES) = 2.70
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 125.00 = 675.00 FEET.
fifr':i<fi *fi*fi *fii *fi *fififii:fifi *'.:t: it it it is ;`•: *fi *fi'.r * *.. *fififi �•fi i :t: s•.: * * *'.:'.r':f:.t',:t:t:frf: f: it :k t: *tk is t: f:*f:'.:f:t.•t.-
FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 31
----------------------------------------------------------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 961.10 DOWNSTREAM(FEET) = 959.10
FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.95
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.66
PIPE TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 13.76
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 127.00 = 880.00 FEET.
*irfi * *'.:fi* fitt'.: fiir'. rir* irt: i:'.: t•* t:'.;'. r'. rt:* t.*• r�- f;' .:t:t:* *t : * *t : * * *�• *': * *t: * * *f: *•: �. �. *•: •; * *�- *i: t: *t: * * * *t:*
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 « «<
fifififififififififififiwfi* fififififififi* fifii: fifi�• isfi*'..• fifi* fifi* ki :t: *t:�- *irfi *kte'.:•:t; * ** *s: *'.: * *'.r t: *�•fr* * *:.-�. *•; •;
Page 12
1
LINE2010.TXT
FLOW PROCESS FROM NODE 128.00 TO NODE 129.00 IS CODE = 21
----------------------------------------------------------------------------
- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS < << < < ---------------------
----- -----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 245.00
UPSTREAM ELEVATION(FEET) = 974.00
DOWNSTREAM ELEVATION(FEET) = 968.20
ELEVATION DIFFERENCE(FEET) = 5.80
TC = 0.469*[( 245.00 * *3) /( 5.80)] * =•.2 = 8.959
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.047
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7158
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.09
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.09
*tr i'. r**** r* r*:* i:* t:*****'.: �•***** i : * *tri: *:: *i: * * * *ir'.: *i: *ir *is is * *:: *ir'.: it **ir'.. -ir * * * * *'- - *t.•* * ** * * **
FLOW PROCESS FROM NODE 130.00 TO NODE 129.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.047
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7158
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.31
TC(MIN.) = 8.96
t: '.: '.< *:: �• *'.: tri :i: *i:t: * *i:'.: *i:ir* * *i: * *tr it i:*** ir'.:'. c*** t;** te; F** tet:*** '.r *** * * * * * * *i.•'.: * *�• *te * * *': *ir*
FLOW PROCESS FROM NODE 129.00 TO NODE ' 130.00 IS CODE = 31
' » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 962.10 DOWNSTREAM(FEET) = 961.10
FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.35
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.31
PIPE TRAVEL TIME(MIN.) = 0.95 TC(MIN.) = 9.90
LONGEST FLOWPATH FROM NODE 128.00 TO NODE 130.00 = 435.00 FEET.
*'.r'.ri:t:'.r it te'. e*: ist:* �• te********* ir*** i•**: isir* t: Y:**<****** isi :t:i: **t ;t: *t;k * *i ;i; *t:'.e *t: :; *'.: is '.: is '.: '. ; *t.•trt.-
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 9.90
RAINFALL INTENSITY(INCH /HR) = 2.87
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31
1 -* * -*_*:* *_*_* *_*_ *_*_*:*rir=•**rir*rt:i r *r *= **r- *-- A_- *_-- *_A-- •- A-- - - -:-: it tr it =.'.r t: *ir-- -- =t: •: to- --- r - --- --
FLOW PROCESS FROM NODE 131.00 TO NODE 130.00 IS CODE 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 485.00
UPSTREAM ELEVATION(FEET) = 975.90
1 DOWNSTREAM ELEVATION(FEET) = 970.10
ELEVATION DIFFERENCE(FEET) = 5.80
TC = 0.469 *[( 485.00 * *3) /( 5.80)] * °•.2 = 13.496
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.402
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6813
' SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.64
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.64
* t:*: t.*: tr* t: t;t:******* t: t:*'.: t: t:*::*.• �•**** t: �-* * *:- *: * * *; *t: * * * * *: *t : *�• * * * *t: t:�•t: * * * *t :t * * *t:tr *r.*�-
' FLOW PROCESS °FROM NODE 130.00 TO NODE 130.00 IS CODE = 1
»>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
Page 13
n
LJ
1 1
L_l
11
LINE2010.TXT
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.50
RAINFALL INTENSITY(INCH /HR) = 2.40
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.64
** CONFLUENCE DATA
**
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN:)
(INCH /HOUR)
(ACRE)
1
1.31
9.90
2.874
0.60
2
1.64
13.50
2.402
1.00
trt:*** t: t:*** t:***** irir* isis�: ri::: i.• i; ir��. aat; WARNING��t< tt: �t�t�����t� •�•�����a�•t:�������i :tr
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.
•** ��• r. �•*** *r.airis�i:tr��•��t: tat: ��tri:_•;i..,.a..,...t•�,;
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 2.51 9.90 2.874
2 2.73 13.50 2.402
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.73 TC(MIN.) 13.50
TOTAL AREA(ACRES) = 1.60
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 130.00 = 485.00 FEET.
Wit: qtr: t�: �trh:: �e• isitt: isisisi.• itis�:: �• i.• �t: isis�ir��- t: tt: tri: isti:, ti: ����i::.- �: �ir�ttrtri: t< t< i:tr�t:i:i:t:i:�i;i :i:t :i:t:t :�
FLOW PROCESS FROM NODE 130.00 TO NODE 132.00 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 961.10 DOWNSTREAM(FEET) = 9S9.60
FLOW LENGTH(FEET) = 265.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.23
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.73
PIPE TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 14.54
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 132.00 = 750.00 FEET.
* trt::.. i.•,;* t, t:* �..; �.;** tri: t:'. r* t * * *ir *t: * * *t: * *�•t : * *tri :::t: „; rat :t:��•::t :���i.•tr+ ism :irir;.•t:�::t:rt :t:tri:t :ai :�
FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
_ _ __ ____________________________
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.54
RAINFALL INTENSITY(INCH /HR) = 2.30
TOTAL STREAM AREA(ACRES) = 1.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.73
**'.: ie'.: i:* tr* iri :i:*�t :ir�'.:i :At:'. :��i;'s��': qtr ire #i:tr'.r.i:�'.;k?,.•r tr i :�t:'.:t :A':'.:A��t.;F •:3��':'..•'.:�'.:�i :����trfi��
FLOW PROCESS FROM NODE 133.00 TO NODE 132.00 IS CODE = 21
------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
-- - - - - -- ------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K*[(LENGTH *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00
UPSTREAM ELEVATION(FEET) = 976.40
DOWNSTREAM ELEVATION(FEET) = 973.90
ELEVATION DIFFERENCE(FEET) = 2.50
TC = 0.469 *[( 300.00 * *3) /( 2.50)] * *.2 = 11.971
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.575
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6918
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.60
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.60
* tt. atr* t:* �• t; i:* t: t:****: r**** t: i:** i:** t: �•** i.• t:* �•* i.• i:** * * * *::�•i.•t :t: *t: *�- is *�• * * *t: *Isar : *t: *t:::�• * **
Page 14
LINE2010.TXT
FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 1
----------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
» >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.97
RAINFALL INTENSITY(INCH /HR) = 2.57
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.60
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 2.73 14.54 2.300 1.60
'2 1.60 11.97 2.575 0.90
* ir***** * * * * * * * *ir * *tr *:r *i : * * * *is * *:.• *WARNING * *�: *iri: * * * *..., _.. * * * *i: *i.•tr *�• * * * * * *i:i: **
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.
i:f.•iri:i:iri; *iri: ie ': ie* i'.: �•* ir' si :iti: **i: *:e * *i : *'..• *ie :: *f.• * *'.e * *i.•i: ** *�-',. �.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 3.85 11.97 2.575
2 4.16 14.54 2.300
' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.16 TC(MIN.) = 14.54
TOTAL AREA(ACRES) = 2.50
LONGEST FLOWPATH FROM NODE. 131.00 TO NODE 132.00 = .750.00 FEET.
' FLOW PROCESS FROM NODE 132.00 TO NODE 137.00 IS CODE = 31
----------------------------------------------------------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
' - - » »> USING - COMPUTER_ ESTIMATED - PIPESIZE -(NON- PRESSURE- FLOW) < << < < -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 959.60 DOWNSTREAM(FEET) = 959.10
FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.98
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.16
PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 14:76
'LONGEST FLOWPATH FROM NODE 131.00 TO NODE 137.00 = 815.00 FEET.
* * *i:ir's *'.:'.: it it it;Ri : * *is tr isisf•***':* isi :i.•::*': *ir'r *i: * * * * * * *'.: **i: it it *�•ir * ** *'.:;cis is is .. .. ..* * * * *f's is '; i; :;
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
-------------------------
______________________ _______________________________
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.76
RAINFALL INTENSITY(INCH /HR) = 2.28
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.16
it it is is ir*i<ir *iris * * * *i: i :i:iri:�•*i: it is ir::'.r is '.: *'.: ': ici * * *ic *ic * *i: is ' sir * *ir *i:': * * *'.: '.r it * *'.• * *ict ict is is it * *i: *ic
' FLOW PROCESS FROM NODE 134.00 TO NODE 127.00 IS CODE = 21
-----------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
---------------------------------------- -------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00
UPSTREAM ELEVATION(FEET) = 976.40
DOWNSTREAM ELEVATION(FEET) = 974.60
ELEVATION DIFFERENCE(FEET) = 1.80
TC = 0.469 *[( 290.00 * *3) /( 1.80)]=• *.2 = 12.527
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.508
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6879
SOIL CLASSIFICATION IS "B"
Page 15
1
LINE2010.TXT
SUBAREA RUNOFF(CFS) = 1.04
'TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.04
ir'. r'.:* sY* * *'.:* +•+- +• *ir *isist:'.r * *'.:* is ir*'.: t• i:****** i:**'.:'. r'.-'. r�'.:'.: 's�i:i:'.:.ir:".•i :'.•'..•'.:t: i.•� *i; +ir4 is is :.•:4'.r is i:�tr
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1
----------------------------------------------------------------------------
' »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
--------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
' TIME OF CONCENTRATION(MIN.) = 12.53
RAINFALL INTENSITY(INCH /HR) = 2.51
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.04
** CONFLUENCE DATA **
' STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 4.16 14.76 2.280 2.50
2 1.04 12.53 2.508 0.60
' *i: * * * *t :irt t t trt At * ** WARNING * * ****** *t;:.•** ** *ate *** *•t:ar.:. * *** * * **
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE °=
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.57 12.53 2.508
2 5.10 14.76 2.280
' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: -
PEAK FLOW RATE(CFS) = 5.10 TC(MIN.) = 14.76
TOTAL AREA(ACRES) = 3.10
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 127.00 = 815.00 FEET.
* *F•iLrOi:W i: *Pir Rt: Oi:CiESS it iFROM s f; NODE it irh is 127..0t0 . . TO NODE l 27.00 IS CODE = 11 - _ --_ A -- __- - --- -_-- __ *_____--
» »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY « «<
ir* MAIN STREAM CONFLUENCE DATA
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 5.10 14.76 2.280 3.10
' LONGEST FLOWPATH FROM NODE 131.00 TO NODE 127.00 = 815.00 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
' 1 A 4.66 13.76 2.375 2.70
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 127.00 = 880.00 FEET.
* * *t.• * * * *.. ***** ir.; i.•*****'. r*ir *i: *fiririri ;WARNINGirt: *i: * * * * * * *tr,:::t..,;i.t: *t -t: �• * * * * *:: * * *t:;*
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.
* iri: ir'. rir ir'. r* ir* i :ir *ir *'.:i:i:'.:ir * * *t.': * * *i: '.r *i: tr * * * * * * * * *ir *:h :: :: *'.: �•ir *t:'.: i; it * *'.: '.: *ir .• * * * * ** *': **
ir* PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
' NUMBER (CFS) (MIN.) (INCH /HOUR)
1 9.41 13.76 2.375
2 9.57 14.76 2.280
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
' PEAK FLOW RATE(CFS) = 9.57 TC(MIN.) = 14.76
TOTAL AREA(ACRES) = 5.80
*i:i: *i: *f:tri: * *'.. -**'.: it it it *i;ir'.::kt: * * *isir'.:'.: *:4* ire•' �******** t:* * * * *:r *i: * * * * * * * * * * * * * * *�•t *at: i:*
FLOW PROCESS FROM NODE 127.00 TO NODE 121.00 IS CODE = 31
------------------------------------------------2------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
Page 16
LINE2010.TXT
ELEVATION DATA: UPSTREAM(FEET) = 959.10 DOWNSTREAM(FEET) = 958.20
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.94
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 9.57
PIPE TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 14.95
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 121.00 = 960.00 FEET.
FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY « «<
** MEMORY BANK #
** MAIN
STREAM CONFLUENCE
DATA *•*
TC
INTENSITY AREA
STREAM
NUMBER
RUNOFF TC
(CFS) (MIN.)
INTENSITY
(INCH /HOUR)
AREA
(ACRE)
'
1
9.57 14.95
2.263
5.80
FLOWPATH
LONGEST
FLOWPATH FROM NODE
124.00 TO.NODE
,121.00 = 960.00 FEET.
** MEMORY BANK #
1 CONFLUENCE DATA **
STREAM
RUNOFF
TC
INTENSITY AREA
'
NUMBER
(CFS)
(MIN.)
(INCH /HOUR) (ACRE)
1
19.52
18.17
2.021 12.20
LONGEST
FLOWPATH
FROM NODE
103.00 TO NODE 121.00 = 2140.00 FEET.
11
1
* * *tr *** * * * * * * * * * * * *e: * * * *• *• * * ** WARNING***•***- ** * *• *- * * **:r* * * * ** ** * * * * * * ** **
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
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
25.64
14.95
2.263
2
28.07
18.17
2.021
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 28.07 TC(MIN.) = 18.17
TOTAL AREA(ACRES) = 18.00
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 18.00 TC(MIN.) = 18.17
PEAK FLOW RATE(CFS) = 28.07
----------------------------------------------------------------------------
----------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
Page 17
LINE2510.TXT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
' (c) Copyright 1982 -2004 Advanced Engineerin software (aes)
(Rational Tabling version 6.OD3
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
' RCE Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
' * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY
* Madison Club 10 -yr
* Phase 2, Line 25 *
* 1/27/06
' FILE NAME: LINE2510.DAT
TIME /DATE OF STUDY: 15:01 01/27/2006
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95.
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
' 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024
' COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
- -- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - --
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 7'
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «<
' USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 26.20 RAIN INTENSITY(INCH /HOUR) = 1.63
TOTAL AREA(ACRES) = 18.70 TOTAL RUNOFF(CFS) = 31.00
********************************************* * * * * * * * * * ** ** * *** * * * * * * * * * * * * **
' FLOW PROCESS FROM NODE 136.00 TO NODE 137.00 IS CODE = 31
------ ----- ----- ------------- ----------------------
» >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
' ELEVATION DATA: UPSTREAM(FEET) = 960.00 DOWNSTREAM(FEET) = 959.65
FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.15
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
' PIPE- FLOW(CFS) = 31.00
PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 26.75
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 137.00 = 170.00 FEET.
********************************************* * * * * * * * * * * * ** ** * * * * * * * ** ** * ** **
' Page 1
LINE2510.TXT
' FLOW PROCESS FROM NODE 137.00 TO NODE 137.00 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.) = 26.75
RAINFALL INTENSITY(INCH /HR) = 1.61
TOTAL STREAM AREA(ACRES) = 18.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.00
FLOW PROCESS FROM NODE 138.00 TO NODE 139.00 IS CODE = 7
»» >USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «<
------------------------------------------------------------------=---------
----------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 11.70 RAIN INTENSITY(INCH /HOUR) = 2.61
TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 6.20
- -FLOW PROCESS FROM NODE 139.00 TO NODE 137.00 IS CODE = 31
- -- ---------------------------------
» >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
' ELEVATION DATA: UPSTREAM(FEET) = 966.20 DOWNSTREAM(FEET) = 959.70
FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 _
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 14.14
' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 6.20
PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 11.78
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 137.00 = 65.00 FEET.
FLOW PROCESS FROM NODE 137.00 TO NODE 137.00 IS CODE = 1
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
' TOTAL NUMBER OF STREAMS =- - 2_______________ _______________________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.78
RAINFALL INTENSITY(INCH /HR) = 2.60
' TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.20
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 31.00 26.75 1.614 18.70
2 6.20 11.78 2.599 1.70
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
Q 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.
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 19.85 11.78 2.599
2 34.85 26.75 1.614
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 34.85 TC(MIN.) = 26.75
' TOTAL AREA(ACRES) = 20.40
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 137.00 = 170.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 137.00 TO NODE 140.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) 959.70 DOWNSTREAM(FEET) = 956.80
' Page 2
t
i JI
LINE2510.TXT
' FLOW LENGTH(FEET) = 1425.00 MANNING 'S N = 0.012 -
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.35
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES - 1
PIPE- FLOW(CFS) = 34.85
' PIPE TRAVEL TIME(MIN.) = 4.44 TC(MIN.) = 31.19
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1595.00 FEET.
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 31.19
' RAINFALL INTENSITY(INCH /HR) = 1.48
TOTAL STREAM AREA(ACRES) = 20.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.85
FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 7
----------- ------------- --------------------
»>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «<
---------------------------------- --- ----------------------
USER - SPECIFIED VALUES ARE AS FOLLOWS:
' TC(MIN) = 15.00 RAIN INTENSITY(INCH /HOUR) = 2.26
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.20
FLOW PROCESS FROM NODE 142.00 TO NODE 140.00 IS CODE = 31
----------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 965.20 DOWNSTREAM(FEET) = 956.80
' FLOW LENGTH(FEET) = 73.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 13.29
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES - 1
PIPE- FLOW(CFS) = 4.20
PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 15.09
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 138.00 FEET.
1 FLOW PROCESS FROM NODE - 140_00 -TO -NODE
---- 140_00 -IS -CODE
--------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
' TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.09
RAINFALL INTENSITY(INCH /HR) = 2.25
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.20
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 34.85 31.19 1.477 20.40
' 2 4.20 15.09 2.251 1.30
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 21.07 15.09 2.251
' 2 37.61 31.19 1.477
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 37.61 TC(MIN.) = 31.19
TOTAL AREA(ACRES) = 21.70
Page 3
I�..r
LINE2510.TXT
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1595.00 FEET.
FLOW PROCESS FROM NODE 140.00 TO NODE 143.00 IS CODE = 31
----------------------------------------------------------------------------
- - »»> COMPUTE- PIPE =FLOW- TRAVEL - TIME- THRU(SUBAREA«URE FLO------------------
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 956.80 DOWNSTREAM(FEET) = 956.40
FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.23
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
t PIPE- FLOW(CFS) = 37.61
PIPE TRAVEL TIME(MIN.) = 0.67 TC(MIN.) = 31.85
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 143.00 = 1805.00 FEET.
FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 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.) = 31.85
RAINFALL INTENSITY(INCH /HR) = 1.46
TOTAL STREAM AREA(ACRES) = 21.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.61
FLOW PROCESS FROM NODE 144.00 TO NODE 145.00 IS CODE = 7
»» >USER SPECIFIED HYDROLOGY INFORMATION AT NODE ««<
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 9.80 RAIN INTENSITY(INCH /HOUR) = 2.89
' TOTAL AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = 21.00
FLOW PROCESS FROM NODE 145.00 TO NODE ' 143.00 IS CODE = 31
----------------------------------------------------------------------------
- - »»> COMPUTE- PIPEEFLOW - TRAVEL - TIME- THRU(SUBAREA«URE FLO------------------
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 960.00 DOWNSTREAM(FEET) = 956.40
FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 12.31
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 21.00
PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 9.96
o LONGEST FLOWPATH FROM NODE 0.00 TO NODE 143.00 = 258.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 1
----------------------------------------------------------------------------
' »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.96
RAINFALL INTENSITY(INCH /HR) = 2.86
TOTAL STREAM AREA(ACRES) = 5.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.00
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 37.61 31.85 1.459 21.70
2 21.00 9.96 2.865 5.60
** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Page 4
LINE2510.TXT
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 32.76 9.96 2.865
2 48.30 31.85 1.459
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 48.30 TC(MIN.) = 31.85
TOTAL AREA(ACRES) = 27.30
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 143.00 = 1805.00 FEET.
FLOW PROCESS FROM NODE 143.00 TO NODE 146.00 IS CODE = 31
--------------------------------------
»>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) 956.40 DOWNSTREAM(FEET) = 956.10
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.58
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 48.30
PIPE TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 32.27
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 146.00 = 1945.00 FEET.
r,t * * * ** * * *,te * * *,t * ** ***,t * * *r **, t********************, t *r.,ra,rtr * * * * * * *ae•x * * * * * * * **
FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 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.) = 32.27
RAINFALL INTENSITY(INCH /HR) = 1.45
TOTAL STREAM AREA(ACRES) _ • 27.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.30
it tr ** ***te*'.rir *ir ir'.Y* * * *� *ir it it * *� *� * * * *ir*irir it i��, t**, r*, t * ** *'� * * * * * * * *•X *** * * * * * * *� *a **
FLOW PROCESS FROM NODE 147.00 TO NODE 148.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
t% INITIAL SUBAREA FLOW- LENGTH(FEET) = 265.00
UPSTREAM ELEVATION(FEET) = 976.50
DOWNSTREAM ELEVATION(FEET) = 971.20
ELEVATION DIFFERENCE(FEET) = 5.30
TC = 0.469 *[( 265.00 * *3) /( 5.30)] * *.2 = 9.562
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.934
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7105
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.25
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.25
-- FLOW - PROCESS FROM NODE 148.00 TO NODE 149.00 IS CODE = 62
-----------------------------------------------------------
»>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
» » >( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 971.20 DOWNSTREAM ELEVATION(FEET) = 967.70
STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.52
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.15
HALFSTREET FLOOD WIDTH(FEET) = 11.32
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.28
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.33
STREET FLOW TRAVEL TIME(MIN.) = 2.12 TC(MIN.) = 11.68
' Page 5
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10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.611
SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7454
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.53
TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 3.78
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 12.85
FLOW VELOCITY(FEET /SEC.) = 2.56 DEPTH *VELOCITY(FT *FT /SEC.) = 0.45
LONGEST FLOWPATH FROM NODE 147.00 TO NODE 149.00 = 555.00 FEET.
- -FLOW PROCESS FROM NODE 149.00 TO NODE 146.00 IS CODE = 62
- ----------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 967.70 DOWNSTREAM ELEVATION(FEET) = 965.50
STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
1 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.06
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.20
HALFSTREET FLOOD WIDTH(FEET) = 14.16
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.76
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.56
STREET FLOW TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 12.77
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.480
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6862
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) _ •1.50 SUBAREA RUNOFF(CFS) = 2.55
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 6.33
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.25
FLOW VELOCITY(FEET /SEC.) = 2.94 DEPTH *VELOCITY(FT *FT /SEC.) = 0.66
LONGEST FLOWPATH FROM NODE 147.00 TO NODE 146.00 = 735.00 FEET.
********************************************* * * * * * * * *** * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 1
----------------------------------------------------------------------------
-- » »>AND COMPUTE VARIOUS CONFLUENC FORS CONFLUENCE ««<- -------- ------ - - - - --
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
` TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.77
RAINFALL INTENSITY(INCH /HR) = 2.48
TOTAL STREAM AREA(ACRES) = 3.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.33
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 48.30 32.27 1.448 27.30
2 6.33 12.77 2.480 3.40
** * * * *** * * * * * * * ** * * * * ** ** * * * * * * ** 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.
******************************************* * * * * * *** * * * * * * * * * * * * * * * * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 25.45 12.77 2.480
2 52.00 32.27 1.448
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COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 52.00 TC(MIN.) = 32.27
TOTAL AREA(ACRES) = 30.70
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 146.00 = 1945.00 FEET.
41 -_FLOW PROCESS FROM NODE 146.00 TO NODE 150.00 IS CODE = 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA UPSTREAM(FEET) = 956.12 DOWNSTREAM(FEET) = 956.06
FLOW LENGTH(FEET) = 23.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.13
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 52.00
PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 32.34
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1968.00 FEET.
********************************************* * * ** ** * ** * * * * ** * * * * * * * *** * ** * **
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 10
;r -------------------------------------------- --------- ------------------
»»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «<
- -FLOW PROCESS FROM NODE 151.00 TO-NODE 152.00 IS CODE = 21
----------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 130.00
UPSTREAM ELEVATION(FEET) = 984.00
DOWNSTREAM ELEVATION(FEET) = 970.65
ELEVATION DIFFERENCE(FEET) = 13.35
TC = 0.469 *[( 130.00 * *3) /( 13.35)] * *.2 = 5.185
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.185
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7559
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.95
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.95
FLOW PROCESS FROM NODE 153.00 TO NODE 152.00 IS CODE = 81
-----------------------------------------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.185
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7559
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.32
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.27
TC(MIN.) = 5.18
********************************************* * * * * * * * * * * * * * * * * * * * * * ** * * * * * * **
FLOW PROCESS FROM NODE 152.00 TO NODE 154.00 IS CODE = 31
-- -
-----------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
- -» »> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW) << < < < -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 964.10 DOWNSTREAM(FEET) = 963.70
FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.27
PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 5.29
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 154.00 = 158.00 FEET.
FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
1 TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.29
RAINFALL INTENSITY(INCH /HR) = 4.14
Page 7
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TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.27
FLOW PROCESS FROM NODE 155.00 TO NODE 154.00 IS CODE = 21
-- » »>RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS < << < < --------------- - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 355.00
UPSTREAM ELEVATION(FEET) = 974.80
DOWNSTREAM ELEVATION(FEET) = 970.50
ELEVATION DIFFERENCE(FEET) = 4.30
TC = 0.469 *[( 355.00 * *3) /( 4.30)] * *.2 = 11.882
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.586
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6924
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.61
r TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.61
********************************************* * * * * * * * * ** * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1
------------------------------------------------------- ---------------------
- -»»> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE « «<--------------- - - - - --
- -»»> AND - COMPUTE - VARIOUS - CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.88
RAINFALL INTENSITY(INCH /HR) 2.59
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61
** CONFLUENCE DATA **
y STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 1.27 5.29 4.137 0.40
2 1.61 11.88 2.586 0.90
** ** * * * * * * ** * * *t ** * * * * * * * *** * * * ** 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.
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 1.98 5.29 4.137
2 2.40 11.88 2.586
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.40 TC(MIN.) = 11.88
TOTAL AREA(ACRES) = 1.30
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 154.00 = 355.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 154.00 TO NODE 156.00 IS CODE = 62
----------------------------------------------------------------------
» »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
»» >( STREET TABLE SECTION # 2 USED)« «<
UPSTREAM ELEVATION(FEET) = 970.50 DOWNSTREAM ELEVATION(FEET) = 968.20
STREET LENGTH(FEET) = 375.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk FLOW Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.93
n STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
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STREET FLOW DEPTH(FEET) = 0.21
HALFSTREET FLOOD WIDTH(FEET) = 14.60
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.01
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.43
STREET FLOW TRAVEL TIME(MIN.) = 3.11 TC(MIN.) = 15.00
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.259
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6719
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.04
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 5.44
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 16.29
FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY(FT *FT /SEC.) = 0.54
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 156.00 = 730.00 FEET.
FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
TOTAL NUMBER OF.STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.00
RAINFALL INTENSITY(INCH /HR) = 2.26
TOTAL STREAM AREA(ACRES) = 3.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.44
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 157.00 TO NODE 158.00 IS CODE = 21
----------------------------------------------------------------------------
- -» »> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS ««<
-----------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00
UPSTREAM ELEVATION(FEET) = 980.00
DOWNSTREAM ELEVATION(FEET) = 968.40
ELEVATION DIFFERENCE(FEET) = 11.60
TC = 0.469 *[( 340.00 * *3) /( 11.60)] * *.2 = 9.494
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.946
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7111
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.05
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.05
FLOW PROCESS FROM NODE- 159.00 TO NODE 158.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.946
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7111
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.26
TC(MIN.) = 9.49
FLOW PROCESS FROM NODE 158.00 TO NODE 156.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 962.00 DOWNSTREAM(FEET) = 961.40
FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.29
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.26
PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 9.58
LONGEST FLOWPATH FROM NODE 157.00 TO NODE 156.00 = 366.00 FEET.
FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 1
-------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
___________________ _______________________________
TOTAL NUMBER OF STREAMS = 2
Page 9
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CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.58
RAINFALL INTENSITY(INCH /HR) = 2.93
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.26
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 5.44 15.00 2.259 3.30
2 1.26 9.58 2.931 0.60
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.
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.73 9.58 2.931
2 6.41 -15.00 2.259 -
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 6.41 TC(MIN.) 15.00
TOTAL AREA(ACRES) = 3.90
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 156.00 = 730.00 FEET.
FLOW PROCESS FROM NODE 156.00 TO NODE 160.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
»» >( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 968.20 DOWNSTREAM ELEVATION(FEET) = 965.80
STREET LENGTH(FEET) = 375.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050.
Manning'S FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.76
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH(FEET) = 18.32
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.44
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70
STREET FLOW TRAVEL TIME(MIN.) = 2.56 TC(MIN.) = 17.56
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.062
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6574
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.71
TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 9.12
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.51 DEPTH *VELOCITY(FT *FT /SEC.) = 0.75
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 160.00 = 1105.00 FEET.
FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
__ -----------------
__________________________ _______________________________
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM .1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.56
RAINFALL INTENSITY(INCH /HR) = 2.06
TOTAL STREAM AREA(ACRES) = 5.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.12
Page 10
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FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS.CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00
UPSTREAM ELEVATION(FEET) = 975.15
DOWNSTREAM ELEVATION(FEET) = 966.00
ELEVATION DIFFERENCE(FEET) = 9.15
TC = 0.469 *[( 310.00 * *3) /( 9.15)] * *.2 = 9.419
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.959
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7118
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.26
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.26
FLOW PROCESS FROM NODE 262.00 TO NODE 162.00 IS CODE = 31
----------------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 962.74 DOWNSTREAM(FEET) = 961.48
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.13
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.26
PIPE TRAVEL TIME(MIN.) = 0.53 TC(MIN.) = 9.94
1 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 162.00 = 440.00 FEET.
FLOW PROCESS FROM NODE 163.00 TO NODE 162.00 IS CODE = 81
----------------------------------------------------------------------------
-- » »>ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW<< < << --------------------
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.868
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = •.7073
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.81
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.08
- TC(MIN.) = 9.94
FLOW PROCESS FROM NODE 162.00 TO NODE 160.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 961.50 DOWNSTREAM(FEET) = 959.50
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.06
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.08
` PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 10.03
LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 480.00 FEET.,
- -FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1
----------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
- =TOTAL NUMBER OF STREAMS = - = =2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.03
RAINFALL INTENSITY(INCH /HR) = 2.85
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.08
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
' 1 9.12 17.56 2.062 5.90
2 2.08 10.03 2.854 1.00
Page 11
Pi
LINE2510.TXT
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 7.28 10.03 2.854
2 10.62 17.56 2.062
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.62 TC(MIN.) = 17.56
TOTAL AREA(ACRES) = 6.90
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 160.00 = 1105.00 FEET.
J **** aaa* aa**** aaaa* a* aa** aaa** a*********** t** * *aaaaaaa *a * * * * * * * * * *a * * * * * * * **
FLOW PROCESS FROM NODE 160.00 TO NODE 164.00 IS CODE = 62
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
» »>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 965.90 DOWNSTREAM ELEVATION(FEET) = 964.90
STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow, Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.13
***STREET FLOW SPLITS OVER STREET-CROWN'
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.22
SPLIT DEPTH(FEET) = 0.21 SPLIT FLOOD WIDTH(FEET) = 14.54
SPLIT FLOW(CFS) = 3.52 SPLIT VELOCITY(FEET /SEC.) = 1.81
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.22
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.66
STREET FLOW TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 19.06
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.965
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6497
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.02
TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 11.64
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.22 DEPTH *VELOCITY(FT *FT /SEC.) = 0.66
LONGEST FLOWPATH FROM NODE 155.00.TO NODE 164.00 = 1305.00 FEET.
** aaa** a************** aaaaaa* aa**** a* a******* * * * *aa * * * * * * * * *aa * *aaaaa * *a * *a*
FLOW PROCESS FROM NODE 165.00 TO NODE 164.00 IS CODE = 81
-- -
--------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.965
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6497
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.38
TOTAL AREA(ACRES) = 8.00 -TOTAL RUNOFF(CFS) = 12.02
TC(MIN.) = 19.06
********************************************* * *aa * *a * * * * * * * * * * * *a * * * * * * * * * **
FLOW PROCESS FROM NODE 164.00 TO NODE 150.00 IS CODE = 31
----------------------------------------------------------------------------
- -»»> USING COMPUTER- TIME- THRU_SUBAREA«URE FLO_)<<<<<--_---_----
» »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 957.50 DOWNSTREAM(FEET) 956.06
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
Page 12
1
1
u
LINE2510.TXT
PIPE -FLOW VELOCITY(FEET /SEC.) = 10.52 -
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 12.02
PIPE TRAVEL TIME(MIN.) 0.10 TC(MIN.) 19.16
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 150.00 = 1365.00 FEET.
- -FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 11
----------------------------------------------------------------------
» »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY « «<
----------------------------------------------------------------------------
- ----------------------------------------------------------------------------
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 12.02 19.16 1.960 8.00
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 150.00 = 1365.00 FEET.
MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 52.00 32.34 1.446 30.70
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1968.00 FEET.
t**, t***** st* * *tr *sr*tr,tst * ** * **,t * * * *** WARNING *,t **,r * ** **** * *,t *t: *,t *tr,r,t a• *,t * *,t * * * **
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 INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 42.82 19.16 1.960
2 60.87 32.34 1.446
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 60.87 TC(MIN.) = 32.34
TOTAL AREA(ACRES) = 38.70
---------------------------------------------------------------- - - - ---
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 38.70 TC(MIN.) = 32.34
1 PEAK FLOW RATE(CFS) = 60.87
END OF RATIONAL METHOD ANALYSIS
0
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Page 13
it
ii
ii
ii
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II
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W2101S?1�3� -00T
s
LINEL. XT
isir*** isi:'.:* iri: i:'.: i:' si<# �i: iti< i.•'.: �'. ri :'.:i;�h'.:'.:i:i:'. :ir::':k:: ir��:4;4�'.:��fiir i :':i::: ir�ir in tir ^i: ':�i:�ir���ir k'.c�
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering software (aes)
' (Rational Tabling version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
one 7enner street, Suite 200
Irvine, CA 92618
(949) 453 -0111
sti i tx i i i i �i i• t DESCRIPTION OF STUDY
* Madison Club 100 -yr
Phase 2, Line 1
* 9/1/05 '
: ti: ���• isis�i: i< i.• ����i< a��i: i< te: �i: is�• �a�i: �:: ����ir�- i.• �:: �• �• �ir is�i: �ti.- �i ;::���i:�i:�c•�i;i:�•t�::��ti:
FILE NAME: LINEI.DAT
- -TIME /DATE OF STUDY_ 13_51 09/01/2005
- --------------------------------------------------
'USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
'USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
I� 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -curb)
2. (Depth) *(velocity) constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.
iri:i: * *ir * **ir ir*'. : * * * * *i< *'.: * *'.r::i• * *i: * * * *is ir'.:** iri:*** i.•* ir*'.:':* �•* * **i:'.: * *'.: * * * * * * * *:.• * *ir it * **
FLOW PROCESS FROM _ NODE - - - - -- 1_00 -TO- NODE - - - - -- 2_00 -IS -CODE = 21
1 __
»>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
---------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00
UPSTREAM ELEVATION(FEET) = 1020.00 -
DOWNSTREAM ELEVATION(FEET) = 1005.09 -
ELEVATION DIFFERENCE(FEET) = 14.91
TC = 0.469 *[( 600.00 * *3) /( 14.91)] * *.2 = 12.695
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.936
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7486
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 5.89
TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 5.89
.... �•**** i:******* i.•****** isi:* isisi:* i:** �•**** �•* i;***** �• i.•******* i .•i:i: *i.- * * * * * * * * * **i:i: * * *i.•
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
» »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>( STREET TABLE SECTION # 2 USED)««<
----------------------------------------------------------------------------
Page 1
LINEI.TXT
UPSTREAM ELEVATION(FEET) = 1005.09 DOWNSTREAM ELEVATION(FEET) = 1003.82
STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100.
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.38
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH(FEET) = 18.70
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.52
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.74
STREET FLOW TRAVEL TIME(MIN.) = 1.25 TC,(MIN.) = 13.95
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.727
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7420
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.98
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 10.87
END OF-SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.56 DEPTH *VELOCITY(FT *FT /SEC.) = 0.77
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 790.00 FEET.
-- FLOW - PROCESS - FROM - NODE - - - -- -3_00 TO- NODE - - - - -- 4_00 -IS -CODE = 62
»>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
»»>( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 1003.82 DOWNSTREAM ELEVATION(FEET) = 1002.18
STREET LENGTH(FEET) = 315.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.99
** *STREET FLOW SPLITS OVER STREET - CROWN * **
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.26
SPLIT DEPTH(FEET) = 0.25 SPLIT FLOOD WIDTH(FEET) = 16.57
SPLIT FLOW(CFS) = 5.22 SPLIT VELOCITY(FEET /SEC.) = 2.03
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
1� HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.26
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.68
STREET FLOW TRAVEL TIME(MIN.) = 2.32 TC(MIN.) = .16.27
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.409
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7307
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.23
TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 15.11
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.26 DEPTH *VELOCITY(FT *FT /SEC.) = 0.68
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1105.00 FEET.
is tr s4*' ri:* ir**,: ir* s:: r':*•** '.:i::4 **'.:': * * * *': *':' :'.: * ** ski:*'. r'.r': *i: * *ir ** * * * * *:.• *'.r:ri: t.'.; ::':'.: *'.: *�•'::r it * *a`
' FLOW PROCESS FROM NODE
------ 4_00 -TO NODE - - - -- 4_00 -IS CODE = 1
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 16.27
RAINFALL INTENSITY(INCH /HR) = 3.41
Page 2
LINEI.TXT
TOTAL STREAM AREA(ACRES) 5.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.11
f: hir �•iri: ire*'.: tk�tr�<' rr: ��: ���' r:: �....: r: �• �• ht' �': �• ':�•t.'�t':t�:::;�•t:.-��•::��t �a�•�: �':h�t:: e:'�:: �- �-`���:�'�
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
---------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 515.00
UPSTREAM ELEVATION(FEET) = 1028.00
DOWNSTREAM ELEVATION(FEET) = 1002.62
ELEVATION DIFFERENCE(FEET) = 25.38
TC = 0.937 *[( 515.00 **3) /( 25.38)] * *.2 = 20.802
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.956
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6645
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.16
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.16
- -FLOW- PROCESS FROM- NODE - - - - -- 7_00 -TO- NODE - - - - -- 6_00 -IS CODE = 81
----- - -- - -- ---------------------
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.956
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7116
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.42
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.58
TC(MIN.) = 20.80
FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
- - » »> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW) < << < < -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 996.87 DOWNSTREAM(FEET) = 995.97
FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.11
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES.= 1
PIPE- FLOW(CFS) = 2.58
PIPE TRAVEL TIME(MIN.) = 1.61 TC(MIN:) = 22.41
LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 815.00 FEET.
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1
- - » »> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE « «<-- --------- ---- - - - - --
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 22.41
RAINFALL INTENSITY(INCH /HR) = 2.83
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.58
''* CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) . (MIN.) (INCH /HOUR) (ACRE).
1 15.11 16.27 3.409 5.50
2 2.58 22.41 2.831 1.30
****** � • *�- is * * * * * * * *� * ** * * * *t: * * * * * *. WARNING::* �• �:::::**.; �: t: t:* * *- * * *�. *,: * *�.•;�: *,;,: **. -t.*
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.
'RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 16.98 16.27 3.409
Page 3
LINEI.TXT
2 15.13 22.41 2.831
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.98 TC(MIN.) = 16.27
TOTAL AREA(ACRES) = 6.80
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1105.00 FEET.
- -FLOW PROCESS FROM NODE 4.00 TO NODE 8.00 IS CODE = 62
----------------------------------------------------------------------
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
» >>>( STREET TABLE SECTION # 2 USED) ««< --
UPSTREAM ELEVATION(FEET) = 1002.18 DOWNSTREAM ELEVATION(FEET) = 1000.19
STREET LENGTH(FEET) = 315.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.70
** *STREET FLOWING FULL * **
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.57
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.80
STREET FLOW TRAVEL TIME(MIN.) = 2.04 TC(MIN.) = 18.31
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.183
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7217
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.45
TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 20.43
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.68 DEPTH *VELOCITY(FT *FT /SEC.) = 0.86
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 1420.00 FEET.
«• ir'. r':**** ir�t.'.: trt':: Y*** 4'.•*«•*':**: ci:'.:'.:'.:* f.•**::*«- �'.:': Ai: w •:{t� «•'.: * *«•::i: *�i:':' :':'.: '.r :: it *i: *':'.: * *': '.:'.r*
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.) = 18.31
RAINFALL INTENSITY(INCH /HR) = 3.18
TOTAL STREAM AREA(ACRES) = 8.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.43
FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 21
»>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
---------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * =•.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00
UPSTREAM ELEVATION(FEET) = 1014.00
DOWNSTREAM ELEVATION(FEET) = 1000.00
ELEVATION DIFFERENCE(FEET) = 14.00
TC = 0.937 *[( 400.00 * *3) /( 14.00)] * *.2 = 20.134
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.013
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6678
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.41
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.41
FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 81
- - »»> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW< << << --------------- - - - --
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.013
Page 4
�I
I
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.20
TOTAL AREA(ACRES) = 0.90
TC(MIN.) = 20.13
LINEI.TXT
COEFFICIENT = .7142
SUBAREA RUNOFF(CFS) = 0.43
TOTAL RUNOFF(CFS) = 1.84
FLOW PROCESS FROM NODE 10.00 TO NODE - - - - -- 8_00 -IS -CODE = 31
--------------------------- ----------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 993.60 DOWNSTREAM(FEET) = 993.12
FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.18
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.84
PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 20.35
LONGEST FLOWPATH FROM NODE 9.00 TO NODE 8.00 = 455.00 FEET.
- -FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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.) = 20.35
RAINFALL INTENSITY(INCH /HR) = 2.99
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84
** CONFLUENCE DATA
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 20.43 18.31 3.183 8.30
2 1.84 20.35 2.994 0.90
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.
tr sir'.;�::::���� :�•��:��:�•��-t �asaa��:s:r.•r�A�:t��:����fi:: tr����tr.:: �tr��������:;� <•�:::��t:: a,; ;; �: �;;
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
nP PEAK FLOW RATE TABLE =
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 22.08 18.31 3.183
2 21.05 20.35 2.994
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 22.08 TC(MIN.) = 18.31
TOTAL AREA(ACRES) = 9.20
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 1420.00 FEET.
��• ���- �r: �: �::: ������• �: �: t: ���: ��r: ����: ts�����aa�• t: r:: ���: t: at.:.• �t; ��•�����•�::�-t�:������tt��:���
FLOW PROCESS FROM NODE 8.00 TO NODE 12.00 IS CODE = 31
--------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 992.87 DOWNSTREAM(FEET) 991.55
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 10.63
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 22.08
PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 18.44
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 1500.00 FEET.
::�:::;�::ta�tr�:t:��:� :�:���: qtr; �: te::: r. �����: �����• �- t: tr:;:; �- �• �r.• ��• sr: ���• �- r. � :�.- ':�•��:��-tt:�:��� :��� -��t�
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
»»> DESIGNATE_ INDEPENDENT _ STREAM - FOR _ CONFLUENCE <<< < < --- ---- -- --- ---- --
TOTAL NUMBER OF STREAMS = 2
Page 5
j
t
ILINEI.TXT
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.44
RAINFALL INTENSITY(INCH /HR) = 3.17
TOTAL STREAM AREA(ACRES) = 9.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.08
FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
-----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 335.00
UPSTREAM ELEVATION(FEET) = 1004.50
DOWNSTREAM ELEVATION(FEET) = 999.92
ELEVATION DIFFERENCE(FEET) = 4.58
TC = 0.469`[( 335.00 * *3) /( 4.58)] * *.2 = 11.332
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.204
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7564
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.23
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.23
�r.•: r* at: �: r. �: ��: ��t: �:+ ��h��� +���:���t��_...:t:��t:��fi �.....,�-�a��- ��:���: ��: :r �:�.. .. .. �•�c�t����:; ter:
FLOW PROCESS FROM NODE 214.00 TO NODE 12.00 IS CODE = 62
-------------------------------------------------------------------------
»»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
» » >( STREET TABLE SECTION # 2 USED)« «<
UPSTREAM ELEVATION(FEET) = 999.92 DOWNSTREAM ELEVATION(FEET) = 999.39
' STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk FLOW Section = 0.0200
' * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.26
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 14.76
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.63
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.35
STREET FLOW TRAVEL TIME(MIN.) = 1.38 TC(MIN.) = 12.72
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.932
'
SINGLE- FAMILY (1 -ACRE LOT) RUNOFF COEFFICIENT = .7485
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.06
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 4.29
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 16.24
FLOW VELOCITY(FEET /SEC.) = 1.74 DEPTH *VELOCITY(FT *FT /SEC.) = 0.43
LONGEST FLOWPATH FROM NODE 213.00 TO NODE 12.00 = 470.00 FEET.
t��ar::::::.-'t.�:�:�:�t:���• BAs: �_ ���aa�t: ��aa: �:: �*:: z�: �z��a�t�: �• �s: ���: ::��r:��:�:_..�a��r:�:��:�:�a�
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
-------------- ------------ ------- ---- ----------------
---------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.72
RAINFALL INTENSITY(INCH /HR) = 3.93
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.29
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 22.08 18.44 3.171 9.20
2 4.29 12.72 3.932 1.40
* * *e:r: *':r.t: * *':t : *�. * * *�:�- ** * * * *�- * * * * ** WARNING*•** e::.-******: � * * * * * * * * *..,.,...,...,.,.. - * * **
Page 6
�1
1
LINEI.TXT
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.
RAINFALL I NTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
=* PEAK FLOW RATE TABLE
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 19.52 12.72 3.932
2 25.54 18.44 3.171
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 25.54 TC(MIN.) = 18.44
-- TOTAL - AREA( ACRES) =1060=====_________ _______________________________
LONGEST FLOWPATH FROM ROM NO NODE 1.00 TO NODE 12.00 = 1500.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 10.60 TC(MIN.) = 18.44
PEAK -FLOW - RATE( CFS)--------- 25_ 54----------------------------------- - - - - --
END OF RATIONAL METHOD ANALYSIS
C-1
IU
� I
� 'I
� i
� I
971
1
Page 7
1
7
LINE2D.TXT
isiskkk* kirkkkkkkkkirkkkk* kki: kkkkki: k* kkk�• irkkk��'.:::•':'. e'.: �'.: it '.:k'<i:ti; *���4��t'.t��i;�'.: •. is i:�ir
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin software (aes)
(Rational Tabling version 6.OD3
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
one 7enner Street, suite 200
Irvine, CA 92618
(949) 453 -0111
i °kkkk * *kk * *kkkkkkkkkkkkkk DESCRIPTION OF STUDY kkkkkk= 'kkkkkkkkkkk k
• Madison club 10 -yr
• Phase 2, Line 2D k
* 8/16/05
kkkkk" kkkkkkkkkkkkkkkkkkkkkkk *kkkkkkir ki: kkkk '.rkkkkkkkkkkkkkkkkkkktkkkk::k k:i ;k
FILE NAME: LINE2D.DAT
TIME /DATE OF STUDY: 14:18 08/29/2005
-- USER - - - - - -
SPECIFIED HYDROLOGYAND HYDRAULIC MODEL INFORMATION-
----------- - - - - --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY'MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -Curb)
2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
kkk* kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkki: kk:.• kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21
----------------------------------------------------------------------------
- _» » >RATIONAL_ METHOD - INITIAL _ SUBAREA - ANALYSIS «« <------ -- ---- --- --- -- -- --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * ='3) /(ELEVATION CHANGE)] *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00
UPSTREAM ELEVATION(FEET) = 1014.00
DOWNSTREAM ELEVATION(FEET) = 997.50
ELEVATION DIFFERENCE(FEET) = 16.50
TC = 0.937 *[( 430.00 * *3) /( 16.50)] * *.2 = 20.347
' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.995
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6667
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.20
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.20
' kkkkkkkkkkkkkkkkkk* kkkkkkkkkkkkkkk" kk.. kkkkk:: kkkkkkkkk* k ':'.:';'.;kkk *�• *kk'.ckkkkkkk�•
FLOW PROCESS FROM NODE 15.00 TO NODE 14.00 IS CODE = 81
----------------------------------------------------------------------------
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.995
Page 1
1
LINE2D.TXT
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6667
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.40
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.60
TC(MIN.) = 20.35
FLOW PROCESS FROM NODE 14.00 TO NODE 16.00 IS CODE = 31
----------------------------------------------------------------------------
- - »»> COMPUTE -PIPES FLOW- TRATED DIME- THRU- SUBAREA«URE FLO------------------
»»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 988.17 DOWNSTREAM(FEET) = 986.84
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.13
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.60
PIPE TRAVEL TIME(MIN.) = 0.56 TC(MIN.) = 20.91
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 570.00 FEET.
tttttt:':tt'..•tttttttt*t *tt': t'..•t � it'. t*** ie' .eit ** ** *iri.-A'.e * * * *�•i: **i: it * * * **:tt * * * *'.: � is �i: *k * *'..•
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
- -»»> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE << < < < --------------- - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.91
RAINFALL INTENSITY(INCH /HR) = 2.95
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.60
FLOW PROCESS FROM NODE 17.00 TO NODE 16.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K* [(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00
UPSTREAM ELEVATION(FEET) = 1004.00
DOWNSTREAM ELEVATION(FEET) = 996.75
ELEVATION DIFFERENCE(FEET) = 7.25
TC = 0.469 *[( 330.00 * *3) /( 7.25)] * *.2 = 10.245
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.457
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7630
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.38
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.38
t *ti:t�• is ti.- ttttttttti.• t:.- tti.• ttttttttttttttt* ttttti: ttttttttttttttttt *ttttt *ti.•tttt
--FLOW -PROCESS -FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
r ------------------------------------------------------------------------
» »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
TOTAL NUMBER OF STREAMS = 2 J
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.24
RAINFALL INTENSITY(INCH /HR) = 4.46
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.38
' ** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 1.60 20.91 2.947 0.80
2 2.38 10.24 4.457 A' 0.70
ttttttt** ttttttttttttttt_.. t* ttttt* WARNINGt�i.• tt.... tttt _t�- tti.•tc•i.•ttt- tttt *ttttt
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE
Page 2
LINE2D.TXT
STREAM RUNOFF TC INTENSITY .
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 3.16 10.24 4.457
2 3.17 20.91 2.947
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.16 TC(MIN.) = 10.24
TOTAL AREA(ACRES) = 1.50
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 570.00 FEET.
FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» »>( STREET_ TABLE - SECTION - #2_ USED)««<_ ____ ___ ____ __ ______ ____ ____ __ __
UPSTREAM ELEVATION(FEET) = 996.75 DOWNSTREAM ELEVATION(FEET) = 995.54
STREET LENGTH(FEET) = 305.00 CURB HEIGHT(INCHES) = 6..0
STREET HALFWIDTH(FEET) = .19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for streetflow section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.48
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 17.61
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.87
PRODUCT OF DEPTH &VELOCITY(FT =•FT /SEC.) = 0.51
STREET FLOW TRAVEL TIME(MIN.) = 2.71 TC(MIN.) = 12.96
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.889
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7472
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.65
TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 7.81
END OF SUBAREA STREET FLOW HYDRAULICS,:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 1.97 DEPTH= VELOCITY(FT *FT /SEC.) = 0.59
^ LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 875.00 FEET.
�:��a�: rat: ������: t': ��: a• �• �• ��•* �• �r: ��: r': r< a�z�-: r:: ����: ���r���:..:: ��t : *t;��.;;:t,;:��.;.,.,;�.�.xa�
FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 62
----------------------------------------------------------------------------
-_»»> COMPUTE - STREET -FLOW_ TRAVEL- TIME)<<<<< SUBAREA « « <--------- ----- - - - - --
»» >( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 995.54 DOWNSTREAM ELEVATION(FEET) = 993.81
STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.92
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 17.82
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.97
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.82
STREET FLOW TRAVEL TIME(MIN.) = 0.98 TC(MIN.) = 13.94
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.728
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7421
' SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.21
TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 10.03
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 18.59
FLOW VELOCITY(FEET /SEC.) = 3.06 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89
Page 3
1
LINE2D.TXT
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 1050.00 FEET.
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1
- -» »> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE << < < <
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.94
RAINFALL INTENSITY(INCH /HR) = 3.73
TOTAL STREAM AREA(ACRES) = 3.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.03
is
FLOWPROCESS FROM --- 2A-- - ---ir is is ir* * *i - -- 21.00- -- - --. is is2=2ir -- -- - -A - --
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE 21
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]**.?
INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00
UPSTREAM ELEVATION(FEET) = 1010.00
DOWNSTREAM ELEVATION(FEET) = 995.69
ELEVATION DIFFERENCE(FEET) = 14.31
TC = 0.937 *[( 380.00 * *3) /( 14.31)] * *.2 = 19.439
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.075
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6713
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.03_
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.03
*i: it it ie i.•ir *•k * * * *i.• * *ir * *t. '.r i:**ir'.r'.r's *.. .. .. .. _ �- i:::.;•; Y'. a * * * * *'.: * *ir * * * *ir'.:'si.•i:'.r ir's * *i: *i; *tom- *t. *:`it'e*
-- FLOW _ PROCESS - FROM - NODE
_ - - -- 2200 -TO- NODE
- - - -- 21
» » 00 -IS- CODE- =-- 81 - - -- 1111 --
_- >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.075
' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.62
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.65
TC(MIN.) = 19.44
FyFLOW PROCESS FROM NODE 21.00 TO NODE 19.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 986.22 DOWNSTREAM(FEET) = 982.25
FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES
PIPE- FLOW .VELOCITY(FEET /SEC.) = 5.70
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.65
PIPE TRAVEL TIME(MIN.) = 0.51 TC(MIN.) = 19.95
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 19.00 = 555.00 FEET.
iri:iti: ie it it it isir* it *:: *'. :i: * *'.: *fi * * * * *i:i:i:i:i: aY irY i:**' t:: ir* i:' eir*': � •ir *i: * *i: *�•:.•:e's'..•'.: -'.: *i: is*'.: is**'.:*ie**
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE 1
----------------------------------------------------------------------------
»»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
_ -» »> AND - COMPUTE - VARIOUS - CONFLUENCED- STREAM - VALUES < << < < ----- _1111 - -__ --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 19.95
RAINFALL INTENSITY(INCH /HR) = 3.03
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65
CONFLUENCE DATA **
' STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 10.03 13.94 3.728 3.90
2 1.65 19.95 3.029 0.80
isitr.* i:***** iti : *�: * * * * * *i: * *�: * *i.• *r. *i : ** WARNING*** i:*** i:** is * * * * *i:i::: * * * * *i:i: * * * *i:i:i:*
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
Page 4
f
L�
LINE2D.TXT
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.
' :i:*i:i: *iti: *ir * *iri: * * *'.ri: it ita".: * * * * * * ** * **'s i:'.r�i:'.r :.•.. ..�i: �•'sir'..•i:'w��irt ir'.:�L•�'.e is it ;Y it's ir��•�'.t i•ir is
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE
TABLE **
STREAM
RUNOFF
TC
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
11.18
13.94
3.728
2
9.80
19.95
3.029
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
1 PEAK FLOW RATE(CFS) = 11.18 TC(MIN.) = 13.94
TOTAL AREA(ACRES) = 4.70
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 1050.00 FEET.
r
fl
[AI
1
I 1
I J
1
L,
*ir *�ir's*::�.,...... it it ir' s*: 4**** i:* ir' si.•** ir* i:* ir' s* i:* ir*' s', ri: ir'.: i::.• * *i:i :tri:i.•��i :����i :��i.•�i: :tai: �•�i;a�
FLOW PROCESS FROM NODE 19.00 TO NODE 23.00 IS CODE = 62
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» »>( STREET TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 993.81 DOWNSTREAM ELEVATION(FEET) = 992.S6
STREET LENGTH(FEET) = 315.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED_USING ESTIMATED FLOW(CFS) = 13.02
** *STREET FLOW SPLITS OVER STREET - CROWN * **
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 1.97
SPLIT DEPTH(FEET) = 0.29 SPLIT FLOOD WIDTH(FEET) = 18.48
SPLIT FLOW(CFS) -= 6.24 SPLIT VELOCITY(FEET /SEC.) = 1.93
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97
PRODUCT OF DEPTH &VELOCITY(FT =•FT /SEC.) = 0.59
STREET FLOW TRAVEL TIME(MIN.) = 2.66 TC(MIN.) = 16.60
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.369
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7292
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.69
TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 14.87
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.05 DEPTH*VELOCITY(FT *FT /SEC.) = 0.64
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 1365.00 FEET.
*::'::ki:i :f:ir*ir it sY* isi:*' s' s** i :'.: *ti: *ie * *i.• * * * *'s'.r'.t'.: its** i:*' s*** '..• *'.: * * * * * * * * * * *': *: * *ir's's t•i: * *'.:*
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.60
RAINFALL INTENSITY(INCH /HR) = 3.37
TOTAL STREAM AREA(ACRES) = 6.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.87
* s:'.:* iri:* ir* isisisit**'.: s`**** i:* i:***•:*'.:*'.:* it******** *'.•ir * * *'.: * * *i:f: *':*'.: ***ir it *'.r *i: * * * *i:'.r *'s*
FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21
-----------------------=----------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
---------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00
UPSTREAM ELEVATION(FEET) = 1004.00
Page 5
LINE2D.TXT
DOWNSTREAM ELEVATION(FEET) = 991.90
ELEVATION DIFFERENCE(FEET) = 12.10
TC = 0.937 *[( 340.00 * *3) /( 12.10)] * *.2 = 18.804
' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.135
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6746
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.06
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.06
*tr'FLOit - is fz -'s is FROM - --- A - - - -- 6.00 NODE- 'sf :;f *- - ---AI S COD-- �---- �---- , - - - --
FLOW PROCESS FROM NODE 26.00 TO NODE 25.00 IS CODE = 81
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.135
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6746
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.27
TC(MIN;) = 18.80
FLOW PROCESS FROM NODE 25.00 TO NODE 23.00 IS CODE = 31
----------------------------------------------------------------------------
- -»»> COMPUTE - PIPEEFLOW- TRAVEL - TIME- THRU- SUBAREA«URE FLO------------------
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 980.29 DOWNSTREAM(FEET) = 979.10
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.57
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.27
PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 18.94
LONGEST FLOWP-ATH FROM NODE 24.00 TO NODE 23.00 = 385.00 FEET.
** t:**:: t; t.•** t:*** t: trtri:*' s*** t:* t:** t; t.-* a• x* t:• �* �**** t: * *� *�- *'< *�- * *t: * * * * * * * * * * *t: t: t.• *:::.• * * **
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 18.94
RAINFALL INTENSITY(INCH /HR) = 3.12
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.27
** CONFLUENCE DATA
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 14.87 16.60 3.369 6.20
s 2 1.27 18.94 ^- 3.122 0.60 x
* * * *t: t; * *t: * * *t.• ** ** *t: *�•* * * * *•- :;** WARNINGt.•=..,. t.•**** t;**** * * * * *t:t.•:; * * * *�• * *t.•:: * *t:,,
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR, 2 STREAMS.
** PEAK FLOW RATE TABLE =*
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 15.98 16.60 3.369
2 15.04 - 18.94 3.122
' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.98 TC(MIN.) = 16.60
TOTAL AREA(ACRES) = 6.80
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 1365.00 FEET.
t: t:* t: t: t:* t:* t:* t: t: �• t�-***** t:** t:* t.•* �• t.- t: �• t:* �• t.• t:** t: at:* t: t:* t;** t: t.• t:* t.. �•** *�• * * *t::: *t..t: * *�• * *t.•t,.; *.
FLOW PROCESS FROM NODE 23.00 TO NODE 27.00 IS CODE = 31
-------------------------------- - -------------------------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
- - »»> USING - COMPUTER= ESTIMATED- PIPESIZE- (NON_PRESSURE- FLOW) < < < < < -- - - - - --
Page 6
LINE2D.TXT
ELEVATION DATA: UPSTREAM(FEET) = 979.10 DOWNSTREAM(FEET) = 978.07
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.68
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 15.98
PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 16.84
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 27.00 = 1475.00 FEET.
---------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 6.80 TC(MIN.) = 16.84
PEAK FLOW RATE(CFS) = 15.98
---------------------------------------------- - - - - -- -
END OF RATIONAL METHOD ANALYSIS
0
Page 7
LINEI2.TXT
' *************** * * * * * * * * * * * * * * * * * *** * *** ** **,r* **********BASED ON * * * * * * ** * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin Software (aes)
(Rational Tabling version 6.OD3
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
DESCRIPTION OF STUDY **************************
* Madison Club 100 -yr
* Phase 2, Line 12
* 1/26/06
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FILE NAME: LINEI2.DAT
TIME /DATE OF STUDY: 10:08'01/26/2006
----------------------------------------------------------------------------
-- USER - SPECIFIED - HYDROLOGY - AND - HYDRAULIC - MODEL - INFORMATION_
--------------- --
USER SPECIFIED STORM EVENT(YEAR)' = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
' COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES•ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO.o (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
' 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative FLOW -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -Curb)
2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 345.00
UPSTREAM ELEVATION(FEET) = 986.00 -
DOWNSTREAM ELEVATION(FEET) = 978.71
ELEVATION DIFFERENCE(FEET) = 7.29
TC 0.469 *[( 345.00 * *3) /( 7.29)] * *.2 10.510
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.392
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7613
SOIL CLASSIFICATION IS °B"
SUBAREA RUNOFF(CFS) = 2.67
TOTAL AREA(ACRES)' 0.80 TOTAL RUNOFF(CFS) 2.67
- -FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 62
»>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
» »>( STREET TABLE SECTION # 2 USED)« «< `
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Page 1
1
L�
1
LINEI2.TXT
UPSTREAM ELEVATION(FEET) = 978.70 DOWNSTREAM ELEVATION(FEET) = 977.30
STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -Of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.78
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.18
HALFSTREET FLOOD WIDTH(FEET) = 13.12
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.45
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.45
STREET FLOW TRAVEL TIME(MIN.) = 0.89 TC(MIN.) = 11.40
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.190
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7560
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.22
TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.89
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.27
FLOW VELOCITY(FEET /SEC.) = 2.63 DEPTH *VELOCITY(FT *FT /SEC.) = 0.54
LONGEST FLOWPATH FROM NODE 28.00 TO NODE 30.00 = 475.00 FEET.
********************************************* * * * * * * * * ** * ** * * * * * * * * * * * * * * * * **
- -FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1
----------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.40
RAINFALL INTENSITY(INCH /HR) = 4.19
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.89
********************************************* * * ** * * * ** ** * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
--------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 1275.00
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 977.30
ELEVATION DIFFERENCE(FEET) = 8.70
TC = 0.937 *[( 1275.00 * *3) /( 8.70)] * *.2 = 44.394
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.905
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5807
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.54
TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 2.54
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
- -FLOW- PROCESS FROM NODE 33.00 TO NODE 32.00 IS CODE = 81
---------------------------------------------------------------------
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.905
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6446
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.49
TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 1.04
TC(MIN.) = 44.39
********************************************* * * * * * * * * * * * * * * * * * * * * * *** * * * * * **
FLOW PROCESS FROM NODE 32.00 TO NODE 30.00 IS CODE = 31
------------------------------------------------------------------- --- -- -- --
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 972.10 DOWNSTREAM(FEET) = 971.90
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
Page 2
LINEI2.TXT
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.91
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 3.04
PIPE TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 44.56
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 1315.00 FEET.
FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1
- - »»> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE < < < < < --------------- - --
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
' TIME OF CONCENTRATION(MIN.) = 44.56
RAINFALL INTENSITY(INCH /HR) = 1.90
TOTAL STREAM AREA(ACRES) = 2.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.04
FLOW PROCESS FROM NODE 34.00 TO NODE 30.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
' ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)'] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 485.00
UPSTREAM ELEVATION,(FEET) = 985.80
' DOWNSTREAM ELEVATION(FEET) = 977.30
ELEVATION OIFFERENCE(FEET) = 8.50
TC = 0.469 *[( 485.00 * *3) /( 8.50)] * *.2 = 12.503
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.971
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7497
' SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.68
TOTAL AREA(ACRES).= 0.90 TOTAL RUNOFF(CFS) = 2.68
FLOW -PROCESS -FROM NODE 30.00 TO NODE 30.00 IS CODE = 1
1 ------- ----------------------- - - - - -- -------------------------------
» » « « > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 12.50
RAINFALL INTENSITY(INCH /HR) = 3.97
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.68
** CONFLUENCE DATA * *'
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 4.89 11.40 4.190 1.50
2 3.04 44.56 1.901 2.70
3 2.68 12.50 3.971 0.90
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK-FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 8.11 11.40 4.190
2 8.17 12.50 3.971
3 6.54 44.56 1.901
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.11 TC(MIN.)
TOTAL AREA(ACRES) = 5.10
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 1315.00 FEET.
' FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 31
Page 3
�F
LINE11 *TXT
------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 971.90 DOWNSTREAM(FEET) = 970.90
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.74
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
' PIPE- FLOW(CFS) = 8.11
PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 11.46
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00 = 1355.00 FEET.
' -- FLOW - PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 10
---------------------------------------------------------------------
»>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
------ ------ -
---------------------------------------------------------------------
' ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00
UPSTREAM ELEVATION(FEET) = 989.00
' DOWNSTREAM ELEVATION(FEET) = 984.90 -
ELEVATION DIFFERENCE(FEET) = 4.10
TC = 0.469 *[( 280.00 * *3) /( 4.10)] * *.2 = 10.404
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.417
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7620
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.02
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.02
********************************************* * * * * * ** ** * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 37.00 TO NODE 3$.00 IS CODE = 62
-------------------------------------------------------------
» »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
»»>( STREET TABLE SECTION # 2 USED) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 984.90 DOWNSTREAM ELEVATION(FEET) = 982.50
' STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.26
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.17
' HALFSTREET FLOOD WIDTH(FEET) = 12.30
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.44
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.40
STREET FLOW TRAVEL TIME(MIN.) = 1.37 TC(MIN.) = 11.77
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.112
' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7538
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.48
TOTAL.AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 4.50
' END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 13.67
FLOW VELOCITY(FEET /SEC.) = 2.66 DEPTH *VELOCITY(FT *FT /SEC.) = 0.51
LONGEST FLOWPATH FROM NODE 36.00 TO NODE 38.00 = 480.00 FEET.
********************************************* * * * * * * * * * * ** * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 1
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
Page 4
1
LINEI2.TXT
' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 11.77
RAINFALL INTENSITY(INCH /HR) = 4.11
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.50
' ********, t************************************, t * *t *0_* * * ***** * * *** * * * * * *
FLOW PROCESS FROM NODE 39.00 TO NO 40.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K* [(LENGTH** 3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 375.00
UPSTREAM ELEVATION(FEET) = 991.00
DOWNSTREAM ELEVATION(FEET) = 985.40
ELEVATION DIFFERENCE(FEET) = 5.60
TC = 0.469 *[( 375.00 * *3) /( 5.60)] * *.2 = 11.647
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.138
' SINGLE- FAMILY(1-ACRE LOT) RUNOFF COEFFICIENT = .7545
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.50
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.50
FLOW PROCESS FROM NODE 40.00 TO NODE 38.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 976.40 DOWNSTREAM(FEET) = 974.90
FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES
' PIPE -FLOW VELOCITY(FEET /SEC.) = 3.91
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.50
PIPE TRAVEL TIME(MIN.) = 1.11 TC(MIN.) = 12.75
LONGEST FLOWPATH FROM NODE 39.00 TO NODE 38.00 = 635.00 FEET.
FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 1
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
' TOTAL NUMBER OF STREAMS =- - 2_______________ _______________________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.75
RAINFALL INTENSITY(INCH /HR) = 3.93
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.50
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 4.50 11.77 4.112 1.40
2 2.50 12.75 3.926 0.80
' 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.
RAINFALL INTENSITY AND'TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 6.80 11.77 4.112
2 6.79 12.75 3.926
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
' PEAK FLOW RATE(CFS) = 6.80 TC(MIN.) = 11.77
TOTAL AREA(ACRES) = 2.20
LONGEST FLOWPATH FROM NODE 39.00 TO NODE 38.00 = 635.00 FEET.
FLOW PROCESS FROM NODE 38.00 TO NODE 35.00 IS CODE = 31
Page 5
1
LINEI2.TXT
----------- ---------
-------
-----
-----
-------------
----------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 974.90 DOWNSTREAM(FEET) = 970.90
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.13
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
' PIPE- FLOW(CFS) = 6.80
PIPE TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 12.24
LONGEST FLOWPATH FROM NODE 39.00 TO NODE 35.00 = 865.00 FEET.
* �*********, t, t***, r*, r***************** �n���aa�, ta, r��a, tea��aa�����,t,r+r•��������,t��
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 10
------------------------------------------------------------------------
»» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 « «<
FLOW PROCESS FROM NODE 41.00 TO NODE 242.00 IS CODE = 21
------------------------------------------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
-----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00
UPSTREAM.ELEVATION(FEET) = 1000.00
DOWNSTREAM ELEVATION(FEET) = 987.00
ELEVATION DIFFERENCE(FEET) = 13.00
TC = 0.937 *[( 340.00 * *3) /( 13.00)] * *.2 = 18.536
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.161
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6760
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.28
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.28
FLOW PROCESS FROM NODE 242.00 TO NODE 42.00 IS CODE = 31
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 984.00 DOWNSTREAM(FEET) = 980.40
FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.00
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.28
PIPE TRAVEL TIME(MIN.) = 1.71 TC(MIN.) = 20.25
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 42.00 = 750.00 FEET.
FLOW PROCESS FROM NODE 43.00 TO NODE 42.00 IS CODE = 81
-- »»>ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW<< < << --------------- - - - --
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.003
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6672
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.60
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.89
TC(MIN.) = 20.25
FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 31
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
- - »»> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW) < << < < -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 980.40 DOWNSTREAM(FEET) = 979.80
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.75
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.89
PIPE TRAVEL TIME(MIN.) = 0.58 TC(MIN.) = 20.82
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00 = 880.00 FEET.
Page 6
i
LINEI2.TXT
***********, r********************************* * * * *** ** * * * * ** * * * * * * * * * ** * ** * **
FLOW PROCESS FROM NODE 45.00 TO -NODE 44.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.955
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7115
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.10
TC(MIN.) = 20.82
FLOW PROCESS FROM NODE 44.00 TO NODE 46.00 IS CODE = 62
------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
»» >( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 992.24 DOWNSTREAM ELEVATION(FEET) = 985.60
STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.56
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.18
HALFSTREET FLOOD WIDTH(FEET) = 13.07
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.98
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0:54
STREET FLOW TRAVEL TIME(MIN.) = 2.30 TC(MIN.) = 23.12
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.781
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7030
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.93
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 6.03
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.32
FLOW VELOCITY(FEET /SEC.) = 3.21 DEPTH *VELOCITY(FT *FT /SEC.) = 0.66
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 46.00 = 1290.00 FEET.
********************************************* ** * * * * * * * * * * * * * * * * ** ** * * * * * * * **
FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1
-------------- ------------ ------- ---- ----------------
---------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 23.12
RAINFALL INTENSITY(INCH /HR) = 2.78
TOTAL STREAM AREA(ACRES) = 3.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.03
FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00'
' UPSTREAM-ELEVATION(FEET) = 989.00
DOWNSTREAM ELEVATION(FEET) = 988.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC = 0.469 *[( 260.00 * *3) /( 1.00)] * *.2 = 13.196
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.849
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7460
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.44
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.44
Page 7
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LINEI2.TXT
FLOW PROCESS FROM NODE 48.00 TO NODE 46.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 979.40 DOWNSTREAM(FEET) = 977.70
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.34
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.44
PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 13.45
LONGEST FLOWPATH FROM NODE 47.00 TO NODE 46.00 = 340.00 FEET.
FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = -= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.45
RAINFALL INTENSITY(INCH /HR) = 3.81
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.44
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 6.03 23.12 2.781 3.00
2 1.44 13.45 3.807 0.50
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
s
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.94 13.45 3.807
2 7.08 23.12 2.781
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.08 TC(MIN.) = 23.12
TOTAL AREA(ACRES) = 3.50
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 46.00 = 1290.00 FEET.
FLOW PROCESS FROM NODE 46.00 TO NODE 49.00 IS CODE = 62
----------------------------------------------------------------------------
» »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
_ -» »>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 987.80 DOWNSTREAM ELEVATION(FEET) = 985.60
STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
' - Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.40
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 17.11
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.05
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.80
STREET FLOW TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 24.21
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.708
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6991
Page 8
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LINEI2.TXT
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.65
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 9.73
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.28 'HALFSTREET FLOOD WIDTH(FEET) = 18.04
FLOW VELOCITY(FEET /SEC.) = 3.16 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 49.00 = 1490.00 FEET.
4
FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 62
» >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»» >( STREET TABLE SECTION # 2 USED) « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 985.60 DOWNSTREAM ELEVATION(FEET) = 984.00
STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning 's FRICTION FACTOR for Back -of -walk FLOW Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.56
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 18.75
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.16
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93
STREET FLOW TRAVEL TIME(MIN.) = 0.82 TC(MIN.) = 25.03
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.656
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6963
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.66
TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 11.39
' END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00'
FLOW VELOCITY(FEET /SEC.) = 3.18 DEPTH *VELOCITY(FT *FT /SEC.) = 0.95
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 50.00 = 1645.00 FEET.
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 62
» »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
» »>( STREET TABLE SECTION # 2 USED)« «<
UPSTREAM ELEVATION(FEET) = 984.00 DOWNSTREAM ELEVATION(FEET) = 980.70
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSI,DE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning 'S FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.79
** *STREET FLOW SPLITS OVER STREET- CROWN * **
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.29
SPLIT DEPTH(FEET) = 0.15 SPLIT FLOOD WIDTH(FEET) = 11.43
SPLIT FLOW(CFS) = 2.50 SPLIT VELOCITY(FEET /SEC.) = 2.21
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.29
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.99
STREET FLOW TRAVEL TIME(MIN.) = 1.52 TC(MIN.) = 26.55
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.567
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6913
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 4.79
�. TOTAL AREA(ACRES) = 8.50 PEAK FLOW RATE(CFS) = 16.18
Page 9
L�_
d
LINEI2.TXT
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 3.29 DEPTH *VELOCITY(FT *FT /SEC.) = 0.99
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 51.00 = 1945.00 FEET.
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 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.) = 26.55
RAINFALL INTENSITY(INCH /HR) = 2.57
TOTAL STREAM AREA(ACRES) = 8.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.18
FLOW PROCESS FROM NODE 243.00 TO NODE 244.00 IS CODE = 21
_ -»»> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS <<< < < ---------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
` INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 982.00
ELEVATION DIFFERENCE(FEET) = 4.00
TC = 0.937 *[( 230.00 * *3) /( 4.00)] * *.2 = 18.559
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.159
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6758
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.64
TOTAL AREA(ACRES) 0.30 TOTAL RUNOFF(CFS) = 0.64
FLOW PROCESS FROM NODE 244.00 TO NODE 245.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 980.00 DOWNSTREAM(FEET) = 977.70
FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 2.77
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.64
PIPE TRAVEL TIME(MIN.) = 2.49 TC(MIN.) = 21.05
LONGEST FLOWPATH FROM NODE 243.00 TO NODE 245.00 = 645.00 FEET.
FLOW PROCESS FROM NODE 246.00 TO NODE 245.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.936
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6633
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.78
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.42
TC(MIN.) = 21.05
********************************************* * * * ** ** * ** * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS- FROM - NODE - - -- 245_00 -TO- NODE - - - -- 53_00 -IS- CODE---- 31---- - - - - --
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 977.70 DOWNSTREAM(FEET) = 974.80
FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.65
ESTIMATED PIPE DIAMETER(INCH)•= 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.42
PIPE TRAVEL TIME(MIN.) = 0.84 TC(MIN.) = 21.89
- LONGEST FLOWPATH FROM NODE 243.00 TO NODE 53.00 = 880.00 FEET.
********************************************* * * * * * * * * * ** * * ** * * * * * * * ** * * * * ***
Page 10
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LINEI2.TXT
FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 81
-----------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.870
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7075
t SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.64
TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.06
TC(MIN.) = 21.89
girt e a a* tr *z tatgtrr a trtt.. ...r,t .....................I...........
FLOW PROCESS FROM NODE 53.00 TO NODE 51.00 IS CODE = 31
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 974.80 DOWNSTREAM(FEET) 973.90
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.03
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.06
PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 22.00
LONGEST FLOWPATH FROM NODE 243.00 TO NODE 51.00 = 925.00 FEET.
,� trt�, isttra�a��r�a�, t*, t���* aa, taa��. �* a��atr trs ttrtr�t :�a,tt���a,t��,r *�a•tr,r��s,��� t�,r,r,r,t������
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 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) = 22.00
RAINFALL INTENSITY(INCH /HR) = 2.86
y TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .4.06
** CONFLUENCE DATA **
STREAM RUNOFF TC' INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 16.18 26.55 2.567 8.50
2 4.06 22.00 2.862 2.00
** * * *t * *r ** ** **r *** * ** * * * *** ** * *" 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.
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
i RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 17.47 22.00 2.862
2 19.82 26.55 2.567
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.82 TC(MIN.) = 26.55
TOTAL AREA(ACRES) = 10.50
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 51.00 = 1945.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 51.00 TO NODE 54.00 IS CODE = 62
»»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
» » >( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 980.70 DOWNSTREAM ELEVATION(FEET) 977.50
STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
�. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Page 11
LINEI2.TXT
Manning'S FRICTION FACTOR for streetflow section(curb -to -curb) = 0.0150
Manning 'S FRICTION FACTOR for Back -of -Walk FLOW Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.70
** *STREET FLOW SPLITS OVER STREET - CROWN * **
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.26
SPLIT DEPTH(FEET) = 0.29 SPLIT FLOOD WIDTH(FEET) = 18.54
SPLIT FLOW(CFS) = 10.49 SPLIT VELOCITY(FEET /SEC.) = 3.22
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.26
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98
STREET FLOW TRAVEL TIME(MIN.) = 1.51 TC(MIN.) = 28.06
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.486
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6865
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.75
TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 23.58
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 3.33 DEPTH *VELOCITY(FT *FT /SEC.) = 1.02
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 54.00 = 2240.00 FEET.
********************************************* * * * ** * * ** * * * * * * * * * * ** * * ** * * * ***
FLOW PROCESS FROM NODE 55.00 TO NODE 54.00 IS CODE = 81
- -
----------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR)'= 2.486
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6865
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.71
TOTAL AREA(ACRES) = 13.70 TOTAL RUNOFF(CFS) = 25.28
TC(MIN.) = 28.06
FLOW PROCESS FROM NODE 54.00 TO NODE 35.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» » ««
> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<
- - - - --
ELEVATION DATA: UPSTREAM(FEET) = 972.50 DOWNSTREAM(FEET) = 970.90
FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 10.52
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 25.28
PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 28.20
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET.
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11
----------------------------------------------------------------------------
» »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY ««<
----------------------------------------------------------------------------
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 25.28 28.20 2.478 13.70
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 8.11 11.46 4.176 5.10
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00 = 1355.00 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 INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 18.39 11.46 4.176
2 30.10 28.20 2.478
�. Page 12
1
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LINEI2.TXT
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 30.10 TC(MIN.) = 28.20
TOTAL AREA(ACRES) = 18.80
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11
»»> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY««<
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 30.10 28.20 2.478 18.80
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 6.80 12.24 4.020 2.20
LONGEST FLOWPATH FROM NODE 39.00 TO NODE 35.00 = 865.00 FEET.
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 INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 19.87 12.24 4.020
2 34.29 28.20 2.478
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 34.29 TC(MIN.) = 28.20
= =TOTAL -AREA( ACRES)== = = = = =2 100______________ _______________________________
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 21.00 TC(MIN.) = 28.20
i
== PEAK -FLOW -RATE( CFS)34- 29__________ _______________________________
END OF RATIONAL METHOD ANALYSIS
i
O
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Page 13
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LINEI3.TXT
ki:kkie'.: 4irkkkkkkkkkirkki: kkkkk'. rkkkkk�kkkkkkkkk :.•kkki:'.rkkki:'.:kkkkkkki:kkk kkkkfikkkkkkk
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
- (RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin Software (aes)
(Rational Tabling version 6.OD3
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One Jenner Street, Suite 200
\� Irvine, CA 92618
(949) 453 -0111
kkkkkkki: kirkkk'.ekkkkkki : k * * ** DESCRIPTION OF STUDY
* Madison Club 100 -yr k
it Phase 2, Line 13 k
* 8/17/05 k
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FILE NAME: LINEI3.DAT
- -TIME /DATE OF STUDY: 15:10-08/29/2005 _
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
r 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative F1Ow -Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -curb)
2. (Depth) *(Velocity) constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
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FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 21
-------------------------------------------------------------------------
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
------------------------------------------- - - - - -- -
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 850.00
UPSTREAM.ELEVATION(FEET) = 984.00
DOWNSTREAM ELEVATION(FEET) = 977.40
ELEVATION DIFFERENCE(FEET) = 6.60
TC = 0.469 *[( 850.00 * *3) /( 6.60)] * *.2 = 18.416
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.173
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7213
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.43
TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.43
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FLOW PROCESS FROM NODE 58.00 TO NODE 57.00 IS CODE = 81
-- »»>ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW < < < < < --------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.173
Page 1
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SINGLE- FAMILY(1 -ACRE LOT) RUNOFF
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.20
TOTAL AREA(ACRES) = 1.70
TC(MIN.) = 18.42
LINEI3.TXT
COEFFICIENT = .7213
SUBAREA RUNOFF(CFS) = 0.46
TOTAL RUNOFF(CFS) = 3.89
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FLOW PROCESS FROM NODE 57.00 TO NODE 59.00 IS CODE = 31
-----------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 974.20 DOWNSTREAM(FEET) = 973.40
5 FLOW LENGTH(FEET) = 272.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.40
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 3.89
PIPE TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 19.75
LONGEST FLOWPATH FROM NODE 56.00 TO NODE 59.00 = 1122.00 FEET.
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FLOW -PROCESS -FROM NODE 59.00 TO NODE 59.00 IS CODE = 1
--- ------- -------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 19.75
RAINFALL INTENSITY(INCH /HR) = 3.05
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.89
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FLOW PROCESS FROM NODE 60.00 TO NODE 59.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 425.00
UPSTREAM ELEVATION(FEET) = 987.00
DOWNSTREAM ELEVATION(FEET).= 981.20
ELEVATION DIFFERENCE(FEET) = 5.80
TC = 0.469*[( 425.00 * *3) /( 5.80)]` *.2 = 12.468
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.978
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7499
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.68
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.68
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FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 1
-------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
- =TOTAL NUMBER OF STREAMS --=- 2_______________ _______________________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.47
RAINFALL INTENSITY(INCH /HR) = 3.98
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.68
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 3.89 19.75 3.047 1.70
2 2.68 12.47 3.978 0.90
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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.
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RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
Page 2
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1
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D
LINEI3.TXT
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 5.14 12.47 3.978
2 5.95 19.75 3.047
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.95 TC(MIN.) = 19.75
TOTAL AREA(ACRES) = 2.60
LONGEST FLOWPATH FROM NODE 56.00 TO NODE 59.00 = 1122.00 FEET.
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FLOW PROCESS FROM NODE 59.00 TO NODE 61.00 IS CODE = 62
----------------------- -----------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
- - » » >( STREET - TABLE - SECTION - # - -2- USED) < < < < < -- -- - - - - -- - - -- ------- - - - - --
UPSTREAM ELEVATION(FEET) = 981.20 DOWNSTREAM ELEVATION(FEET) = 979.20
STREET LENGTH(FEET) = 145.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow section = 0.0200
** TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.65
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 15.96
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.22
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.77
STREET FLOW TRAVEL TIME(MIN.) = 0.75 TC(MIN.) = 20.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.982
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7128
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.40
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 9.35
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 17.11
FLOW VELOCITY(FEET /SEC.) = 3.39 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89
LONGEST FLOWPATH FROM NODE 56.00 TO NODE 61.00 = 1267.00 FEET.
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FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 972.90 DOWNSTREAM(FEET) = 972.20
FLOW LENGTH(FEET) = 163.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.12
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 9.35
PIPE TRAVEL TIME(MIN.) = 0.53 TC(MIN.) = 21.03
LONGEST FLOWPATH FROM NODE 56.00 TO NODE 62.00 = 1430.00 FEET.
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FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE.= 1
-- »»>DESIGNATE- INDEPENDENT - STREAM - FOR - CONFLUENCE < < < < < --------------- - --
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 21.03
RAINFALL INTENSITY(INCH /HR) = 2.94
TOTAL STREAM AREA(ACRES) = 4.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.35
-- taxi :a- •;ROCE*S FRO- �-- -ta -aa 163.00 --O NODE IS COt------ -- --- - - - - --
� FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]* *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00
Page 3
,f LINEI3.TXT
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 982.20
ELEVATION DIFFERENCE(FEET) = 3.80
TC = 0.469 *[( 340.00 * *3) /( 3.80)] * *.2 = 11.868
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.093
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7533
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.47
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.47
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_ _FLOW - PROCESS - FROM - NODE _ - - -- 64_00 -TO- NODE
- - - -- 62_00 -IS- CODE - =-- 62----------
» »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
»»>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 982.20' DOWNSTREAM ELEVATION(FEET) = 980.90
STREET LENGTH(FEET) = 287.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk FIOW Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.50
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 16.07
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.87
PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.45
STREET FLOW TRAVEL TIME(MIN.) = 2.56 TC(MIN.) = 14.43
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.654
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7396
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.05
TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 6.52
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 18.32
FLOW VELOCITY(FEET /SEC.) = 2.05 DEPTH *VELOCITY(FT*FT /SEC.) = 0.59
LONGEST FLOWPATH FROM NODE 63.00 TO NODE 62.00 = 627.00 FEET.
FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.43
RAINFALL INTENSITY(INCH /HR) = 3.65
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.52
t :i;At:trf:a`ir'.rf:'.:'. :t:�ttr t: tr4���ks4 t :trt;�x".e sir ir�4tr4 t:4�t: tr���tr ^�'�t•��'.et:'..•i : ^�t:fi t; 'r t:�;r :��i:��tr is tee
FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
-----------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K* [(LENGTH** 3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00
UPSTREAM ELEVATION(FEET) = 985.30
DOWNSTREAM ELEVATION(FEET) = 972.80
ELEVATION DIFFERENCE(FEET) = 12.50
TC = 0.937 *[( 600.00 **3) /( '12.50)]` =.2 = 26.268
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.582
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6403
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.32
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.32
FL: Ois W * t:tP:RbOt:CtrtE:SS tr tF:iR:O•M '.r trNODE •sY t: is 6*t7r t.o 0t: 0 is T:Y O is 'k NODE 66t;.00 IS *CODE .= t; .k 8f;1
--- - = :* *- r'- -: t:
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
Page 4
1
11
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1
LINEI3.TXT
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.582
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6403
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.82
TC(MIN.) = 26.27
.... »ir » » » » »'. : » »�•'.r » » »'.:ir» »'..•ire• » »ir »i:�• » » »�• » » »t �.»:r » » » » » »4i: » »» » »k�•f »i:'ri » » »ic » » »» » » »': »'..•»
FLOW PROCESS FROM NODE 66.00 TO NODE 62.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< - - --
ELEVATION DATA: UPSTREAM(FEET) = 972.80 DOWNSTREAM(FEET) = 972.20
FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.10
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.82
PIPE TRAVEL TIME(MIN.) = 0.29 TC(MIN.) = 26.56
LONGEST FLOWPATH FROM NODE 65.00 TO NODE 62.00 = 672.00 FEET.
» » »» » » » »» * is »» it » » »»» �•» » » » »» i.-» is » is » » » »» i,• »» t »» is » » » » »» x - » »» i.• »» i.•» � »» a � � » �» t � .. _ .. »» �
FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR'CONFLUENCE««<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 26.56
RAINFALL INTENSITY(INCH /HR) = 2.57
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82
°* CONFLUENCE DATA **
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
9.35
21.03*
2.938
4.20
2
6.52
14.43
3.654
2.30
3
1.82
26.56
2.566
1.10
»i: » »irt. » » » » » »i :» �::» � »i:»:: » » »tr » » » »� »» WARNING` » » » »» � :: �• » » -� � » »» � � » »i,• »» � � »i.• »i: »» �• �•
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 13.92 14.43 3.654
2 16.03 21.03 2.938
3 14.56 26.56 2.566
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.03 TC(MIN.) = 21.03
TOTAL AREA(ACRES) = 7.60
LONGEST FLOWPATH FROM NODE 56.00 TO NODE 62.00 = 1430.00 FEET.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 7.60 TC(MIN.) = 21.03
PEAK FLOW RATE(CFS) = 16.03
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
1'
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LINEI9.TXT
*'.eY:Yr * *Yr * *Yr *Y:'.:ir * * *Yr ir** i : * *i:YrY:'.r�i:�'rY :'.:i•i:t•ir it Y:'.;d'.e Yr i:'.r sir Y.•ir ie �Yr Yr it k:hi;Y: '.: :k is i•'.r�i'r��i:�'.: Y: Y: �': .
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin Software (aes)
(Rational Tabling version 6.OD3
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One ]enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
` * * *Y:*•t.• * *'.c Yr **'.r'.: �•Y: Y: '.: * * *i: Y: * ** * * *Y:** ***i:** *** * **'**** * * **
DESCRIPTION OF STUDY
* Madison Club 100 -yr
* Phase 2, Line 19
. * 8/23/05
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FILE NAME: LINEI9.DAT
TIME /DATE OF STUDY: 15:48 08/29/2005
-- USER - SPECIFIED - HYDROLOGY- AND - HYDRAULIC - MODEL - INFORMATION -----------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 f
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1` 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -Curb)
2. (Depth) *(.velocity) Constraint = 6.0 (FT °•FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
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FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 21
----------------------------------------------------------------------------
- -» »> RATIONAL - METHOD- INITIAL - SUBAREA - ANALYSIS ««<------------------------
_ ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] *'••.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 285.00
UPSTREAM ELEVATION(FEET) = 987.00
DOWNSTREAM ELEVATION(FEET) = 984.40
ELEVATION DIFFERENCE(FEET) = 2.60
TC = 0.469 *[( 285.00 * *3) /( 2.60)] * *.2 = 11.518
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.165
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7553
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.83
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.83
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FLOW PROCESS FROM NODE 69.00 TO NODE 70.00 IS CODE = 62
----------------------------------------------- - ----------------------------
» »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
» » >( STREET TABLE SECTION # 2 USED)« «<
----------------------------------------------------------------------------
Page 1
LINEI9.TXT
UPSTREAM ELEVATION(FEET) = 984.40 DOWNSTREAM ELEVATION(FEET) = 982.50
STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.01
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.19
HALFSTREET FLOOD WIDTH(FEET) = 13.39
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.47
1 STREET FLOW TRAVEL TIME(MIN.) = 1.21 TC(MIN.) = 12.73
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.930
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7485
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.35
TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 5.18
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.60
FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY(FT *FT /SEC.) = 0.56
LONGEST FLOWPATH FROM NODE 68.00 TO NODEA 70.00 = 465•.00 FEET.
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FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 62
>>>>>COMPUTE STREET SFLOW O TRAVEL - TIME )<<<<< SUBAREA « « <---- ---------- - - - - --
»» >( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 982.50 DOWNSTREAM ELEVATION(FEET) = 979.20
STREET LENGTH(FEET) = 325.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.46
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 16.68
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.86
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.73
STREET FLOW TRAVEL TIME(MIN.) = 1.89 TC(MIN.) = 14.62
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.627
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7386
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.55
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 9.74
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 18.32
FLOW VELOCITY(FEET /SEC.) = 3.06 DEPTH *VELOCITY(FT *FT /SEC.) = 0.88
LONGEST FLOWPATH FROM NODE 68.00 TO NODE 71.00 = 790.00 FEET.
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FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 62
�I » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
i »» >( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 979.20 DOWNSTREAM ELEVATION(FEET) = 976.10
STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
Page 2
i
P--,
LINEI9.TXT
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.06
'` *STREET FLOW SPLITS OVER STREET-CROWN'
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.64
SPLIT DEPTH(FEET) = 0.07 SPLIT FLOOD WIDTH(FEET) = 7.38
SPLIT FLOW(CFS) = 0.57 SPLIT VELOCITY(FEET /SEC.) = 1.53
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET)= 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.64
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.09
STREET FLOW TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 15.67
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.483
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7335
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 6.64
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 16.38
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 3.64 DEPTH *VELOCITY(FT *FT /SEC.) = 1.09
LONGEST FLOWPATH FROM NODE 68.00 TO NODE 72.00 = 1020.00 FEET.
FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1
------------------------------------------------------------------------
» >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.67
RAINFALL INTENSITY(INCH /HR) = 3.48
TOTAL STREAM AREA(ACRES) = 6.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.38
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FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 235.00
UPSTREAM ELEVATION(FEET) = 974.00
1� DOWNSTREAM ELEVATION(FEET) = 973.50
ELEVATION DIFFERENCE(FEET) = 0.50
TC = 0.469 *[( 235.00 * *3) /( 0.50)]**.2 = 14.266
100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.679
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7404
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.36
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.36
-- FLOW - PROCESS -FROM - NODE
- - - -- 74_00 -TO- NODE
- - - -- 72_00- ISA CODE ,=-- 31-- ;- - - - - --
»>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 969.90 DOWNSTREAM(FEET) = 939.20
FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 12.06
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.36
PIPE,TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 14.49
LONGEST FLOWPATH FROM NODE 73.00 TO NODE 72.00 = 395.00 FEET.
*:: ttittt::********* r.***:: �- i:***** �:* s:** r. t;** t: �• �: �: e:* t:** �•**** r:**•:* '•:* *tt *•; * *�. * * * * * *�•�• *�•s :�-
- -FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1
----------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
___________ _______________________________
TOTAL NUMBER OF STREAMS = 2
Page 3
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LINEI9.TXT
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.49
RAINFALL INTENSITY(INCH /HR) = 3.65
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.36
** CONFLUENCE DATA
STREAM RUNOFF TC INTENSITY AREA
1 NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 16.38 15.67 3.483 6.00
2 1.36 14.49 3.646 0.50
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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.
kkk** ir* kkkkkk* kk* kkkkk *'.:kkk'.:kkkkkkkk *kkk *k * * *k **kirk * *kk k'.: i:ki:kkirkkkkk *kkkkk
1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 16.50 14.49 3.646
2 17.68 15.67 3.483
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 17.68 TC(MIN.) = 15.67
TOTAL AREA(ACRES) = 6.50
LONGEST FLOWPATH FROM NODE 68.00 TO NODE 72.00 = 1020.00 FEET.
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FLOW PROCESS FROM NODE 72.00 TO NODE 75.00 IS CODE = 62
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
» »>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 976.10 DOWNSTREAM ELEVATION(FEET) = 975.20
STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.78
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.49
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.79
STREET FLOW TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 16.75
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.352
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7286
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) - 0.90 SUBAREA RUNOFF(CFS) = 2.20
TOTAL AREA(ACRES) = 7.40 PEAK FLOW RATE(CFS) = 19.88
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.56 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83
LONGEST FLOWPATH FROM NODE 68.00 TO NODE 75.00 = 1180.00 FEET.
- -;FLOW PROCESS FROM NODE' = � -- r- kirk* *'•___: IS CO= •k *kk=- •= k -• -•k i:k *i: =k
FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
TOTAL NUMBER OF STREAMS --=_ 2_______________ _______________________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.75
RAINFALL INTENSITY(INCH /HR) = 3.35
TOTAL STREAM AREA(ACRES) = 7.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.88
Page 4
[I
LINEI9.TXT
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A FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K *[(LENGTH• *3) /(ELEVATION CHANGE)]* *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 1135.00
UPSTREAM ELEVATION(FEET) = 978.40
DOWNSTREAM ELEVATION(FEET) = 973.60
ELEVATION DIFFERENCE(FEET) = 4.80
TC = 0.323 *[( 1135.00 * *3) /( 4.80)]ir *.2 = 16.053
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.436
APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8579
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 8.84
TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 8.84
OW PROCESS itD78.00 - :NODE77.±ie= •i :ir -ir is ODE=•i;-**-- it -=-i:-
FLOW PROCESS FROM NODE 78.00 TO NODE 77.00 IS CODE 81
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.436
APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8579
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.13
TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS)
TC(MIN.) = 16.05
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FLOW PROCESS FROM NODE 77.00 TO NODE 75.00 IS CODE = 31
----------------------------------------------------------------------------
- _»»>COMPUTEOPIPEEFLOWT TRAVEL - TIME SIZE (NON-PRA««<- FLOW) < < < <
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 967.90' DOWNSTREAM(FEET) = 966.40
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0, INCH PIPE IS 15.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.18
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 12.97
PIPE TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 16.67
LONGEST FLOWPATH FROM NODE 76.00 TO NODE 75.00 = 1365.00 FEET.
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FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1
----------------------------------------------------------------------------
_- »» >AND COMPUT INDEPENDENT- STREAMC FORS CONFLUENCE «« <-- ------- - -- - -- LOLL --
' »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.67
RAINFALL INTENSITY(INCH /HR) = 3.36
TOTAL STREAM AREA(ACRES) = 4.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.97
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 19.88 16.75 3.352 7.40
2 12.97 16.67 3.361 4.40
..;::: iri.• i:**** t: t:* i; *ir*i :ir * *i: *ir *i.• *i: *i: *ir* WARNING* ir* i:**** i:** �• *i:i: * * * * *i:i: * * *i: *i:i: *t: * *::
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.
'.: i:* a** aA�.,....+.'' s** �•* i• iri:***' rir** i• i.•**'.• ir'. r'.• t .•ir *'.:i:* *ic * * * * * * *'.: **'.r:: *ir***'.: 1: *'.: *i: *:: * *t. tr i:*
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 32.76 16.67 3.361
2 32.82 16.75 3.352
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 32.82 TC(MIN.) = 16.75
Page 5
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LINEI9.TXT
TOTAL AREA(ACRES) = 11.80
LONGEST FLOWPATH FROM NODE 76.00 TO NODE 75.00 = 1365.00 FEET.
* t: t.s t:.• ��:gtr':�a *t:tr��t�a:��:� :r:ti: iris :�;�•�:�aa::��r- �:��:�:�t���: t��t: ������ •�a�•�sr�•�:���::�r�:.•�;�:.-
-- FLOW - PROCESS - FROM - NODE - -- 75.00 TO NODE 79.00 IS CODE = 62
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
» »>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 975.20 DOWNSTREAM ELEVATION(FEET) 972.20
STREET LENGTH(FEET) = 285.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for streetflow section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow section = 0.0200
*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.08
***STREET FLOWING FULL * **
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.36
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.92
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.42
STREET FLOW TRAVEL TIME(MIN.) = 1.21 TC(MIN.) = 17.96
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.219
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7232
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 6.52
TOTAL AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) = 39.34
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 4.05 DEPTH *VELOCITY(FT * -FT /SEC.) = 1.52
LONGEST FLOWPATH FROM NODE 76.00 TO NODE 79.00 = 1650.00 FEET.
*i:ir'.r'.::: it it it it * * *'r'.r * * * *f ::rk.•.;wx��•�f: ir���'e4�': �irA'. r' r' . :!t'.:{:�ir�:rf:'.c'.ri:�i:�i: '.•����'.: �': i:�'e��i: ': ': f: i.
FLOW PROCESS FROM NODE 79.00 TO NODE 79.00 IS CODE = 1
----------------------------------------------------------------------------
-_ »»> DESIGNATE_ INDEPENDENT - STREAM - FOR- CONFLUENCE< << <<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.96
RAINFALL INTENSITY(INCH /HR) = 3.22
TOTAL STREAM AREA(ACRES) = 14.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.34
FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21
-- » » >RATIONAL_ METHOD _ INITIAL - SUBAREA - ANALYSIS< << << ---------------- - - ---
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K* [(LENGTH *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 1400.00
UPSTREAM ELEVATION(FEET) = 994.00
DOWNSTREAM ELEVATION(FEET) = 972.50
ELEVATION DIFFERENCE(FEET) = 21.50
TC = 0.937 *[( 1400.00 * *3) /( 21.50)] * *.2 = 39.184
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.048
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5954
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.17
TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 3.17 .
** �:.:*;; �:* �•::**::******* er***:.• �•** �•* * * *�• * *r: * * *� ; *:: * *•: *�• * * * * *a: �•• *�- :: * *r:a *r.* * * * *:.- erg - * *•::
FLOW PROCESS FROM NODE 82.00 TO NODE 81.00 IS CODE = 81
----------------------------------------------------------------------------
- -»»> ADDITION- OF- SUBAREA_TO_ MAINLINE - PEAK - FLOW < << < <
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.048
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5954
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 3.29
Page 6
1
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11
1�'
1
i
LINEI9.TXT
TC(MIN.) = 39.18
* ir***'. r******* i:*****'.:*** it*******'.:***** is * ***i:****'.:***** * * *** ** * * *'.: ie* * *i.•**** *r; r;
FLOW PROCESS FROM NODE 81.00 TO NODE 79.00 IS CODE = 31
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 964.40 DOWNSTREAM(FEET) = 963.60
FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.13
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 3.29
PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 39.32
LONGEST FLOWPATH FROM NODE 80.00 TO NODE 79.00 = 1450.00 FEET.
** ***'..• ** * * * * * * *** *i: * *** *** * * * * **** ** * * * *** * ** * *i: *i: i:'.:�'s is �'.: � �i: 'r'.•� � � �'.e'.r •. :: •.':': i :'.: it
FLOW PROCESS FROM NODE 79.00 TO NODE 79.00 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.) = 39.32
RAINFALL INTENSITY(INCH /HR) = 2.04
TOTAL STREAM AREA(ACRES) = 2.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.29
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 39.34 17.96 3.219 14.60
2 3.29 39.32 2.044 2.70
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
it PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 40.84 17.96 3.219
2 28.27 39.32 2.044
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 40.84 TC(MIN.) = 17.96
TOTAL AREA(ACRES) = 17.30
LONGEST FLOWPATH FROM NODE 76.00 TO NODE 79.00 = 1650.00 FEET.
*********** ** ** * * * *o'*** **** * * ** ** ** *** *** **** ** ** * * ** * ** * * ** * * * **** ** * * * * * **
FLOW PROCESS FROM NODE 79.00 TO NODE 83.00 -IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU'SUBAREA « «<
- - » »> USING - COMPUTER_ -
ESTIMATED PIPESIZE -(NON- PRESSURE << < <
- FLOW) < -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 963.60 DOWNSTREAM(FEET) = 962.40
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.67
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 40.84
PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 18.18
LONGEST FLOWPATH FROM - NODE
- - - -- 76_00 -TO- NODE
- - - -- 83_00 - = -- 1780_00 - FEET.
- --
------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 17.30 TC(MIN.) = 18'.18
PEAK FLOW RATE(CFS) = 40.84
END OF RATIONAL METHOD ANALYSIS
Page 7
LINEI6.TXT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering software (aes)
(Rational Tabling version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
one 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* Madison Club 100 -yr
* Phase 2, Line 16
* 12/20/05
******************************************* ** * * * * * * * * * * * * * * * * * ** * * * * * * ** **
FILE NAME: LINEI6.DAT
TIME/DATE -OF- STUDY:
_ - 15_22 - 12/20/2005 ------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------7------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
- -_
HALF- CROWN TO STREET= CROSSFALL HEIGHT GUTTER - GEOMETRIES - MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT T WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY. (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 21
- -»»> RAT -IONAL- METHOD - INITIAL - SUBAREA - ANALYSIS << < < < --------------- - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K* [(LENGTH** 3)/ (ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00
UPSTREAM ELEVATION(FEET) = 987.00
DOWNSTREAM ELEVATION(FEET) = 977.91
ELEVATION DIFFERENCE(FEET) = 9.09
TC = 0.469 *[( 400.00 * *3) /( 9.09)] * *.2 = 10.989
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.279
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7584
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.60
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.60
********************************************* * * * * * * * * * * * * * * * * ** * * * * * * * * * * * **
FLOW PROCESS FROM NODE 85.00 TO NODE 86.00 IS CODE = 31
-------------------------------------------- --------------------------------
- - »»> COMPUTE - PIPEEFLOW- TRAVEL - TIME SIZE (NON-PRESSURE FLOW)<<<<__----------
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
Page 1
' LINEI6.TXT
ELEVATION DATA: UPSTREAM(FEET) = 972.80 DOWNSTREAM(FEET) = 972.30
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.52
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.60
PIPE TRAVEL TIME(MIN.) = 0.66 TC(MIN.) = 11.65
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 86.00 = 540.00 FEET.
FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 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.) = 11.65
RAINFALL INTENSITY(INCH /HR) = 4.14
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.60
FLOW PROCESS FROM NODE 187.00 TO NODE 86.00 IS CODE = 21
»>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
---------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = '250.00
UPSTREAM ELEVATION(FEET) = 984.00
DOWNSTREAM ELEVATION(FEET) = 980.90
ELEVATION DIFFERENCE(FEET) = 3.10
TC = 0.469 *[( 250.00 * *3) /( 3.10)] * *.2 = 10.279
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.449
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7628
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.04
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.04
FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 1
»»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
----------------------------------------------------------------------------
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 10.28
RAINFALL INTENSITY(INCH /HR) = 4.45
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.04
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1• 2.60 11.65 4.137 0.80
2 2.04 10.28 4.449 0.60
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 irNECESSARILY 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 INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.33 10.28 4.449
2 4.49 11.65 4.137
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.49 TC(MIN.) = 11.65
TOTAL AREA(ACRES) = 1.40
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 86.00 = 540.00 FEET.
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *.
� FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 62
Page 2
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----- LINEI6.TXT
------------------------------------------- ------------------
» »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 980.89 DOWNSTREAM ELEVATION(FEET) = 978.23
STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back- of- walk'F1Ow section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.35
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEET) = 15.75
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.76
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.65
STREET FLOW TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 13.22.
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.844
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7458
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.73
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 8.22
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 17.22
FLOW VELOCITY(FEET /SEC.) = 2.94 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 87.00 = 800.00 FEET.
FLOW PROCESS FROM NODE 87.00 TO NODE 91.00 IS CODE = 62
----------------------------------------------------------------------------
» »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
»»>( STREET TABLE SECTION # 2 USED) « «< --
UPSTREAM ELEVATION(FEET) = 978.23 DOWNSTREAM ELEVATION(FEET) = 975.52
STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.44
** *STREET FLOW SPLITS OVER STREET-CROWN'
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.20
SPLIT DEPTH(FEET) = 0.06 SPLIT FLOOD WIDTH(FEET) = 7.21
SPLIT FLOW(CFS) = 0.45 SPLIT VELOCITY(FEET /SEC.) = 1.30
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.20
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.96
STREET FLOW TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 14.58
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.633
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7388
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 6.44
TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 14.66
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 3.20 DEPTH *VELOCITY(FT *FT /SEC.) = 0.96
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 91.00 = 1060.00 FEET.
********************************************* *** ** * * *** * * * * * * * * * * * ** * * ** * * **
FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR- CONFLUENCE««< -------------------
----------------------------------------------------------------------------
Page 3
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LINEI6.TXT
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.58
RAINFALL INTENSITY(INCH /HR) = 3.63
TOTAL STREAM AREA(ACRES) = 5.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.66
FLOW PROCESS FROM NODE 88.00 TO NODE 89.00 IS CODE = 21
---------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 385.00
UPSTREAM ELEVATION(FEET) = 982.50
DOWNSTREAM ELEVATION(FEET) = 975.27
ELEVATION DIFFERENCE(FEET) = 7.23
TC = 0.469 *[( 385.00 * *3) /( 7.23)] * *.2 = 11.243
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.223
SINGLE-FAhtILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7569
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.52
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.52
FLOW PROCESS FROM NODE 90.00 TO NODE 89.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<< < < --------------------
___________________________________________________
------------------- - - - - --
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.223
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7569
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.96
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.48
TC(MIN.) = 11.24
FLOW PROCESS FROM NODE 89.00 TO NODE 91.00 IS CODE = 31
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) 970.19 DOWNSTREAM(FEET) = 969.97
FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.31
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.48
PIPE TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 11.75
LONGEST FLOWPATH FROM NODE 88.00 TO NODE 91.00 = 485.00 FEET.
FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 IS CODE = 1
----------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»»>AND, COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 11.75
RAINFALL INTENSITY(INCH /HR) = 4.12
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.48
** CONFLUENCE DATA
**
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
14.66
14.58
3.633
5.10
2
4.48
11.75
4.117
1.40
** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.
******************************************* * * * * * * * * * * * * * * * * * * * ** * * * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Page 4
t
1
[ I I
1
a
1
1
1
1
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 16.29 11.75 4.117
2 18.61 14.58 3.633
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 18.61 TC(MIN.) _
TOTAL AREA(ACRES) = 6.50
LONGEST FLOWPATH FROM NODE 84.00 TO NODE
LINEI6.TXT
14.58
91.00 = 1060.00 FEET.
FLOW PROCESS FROM NODE 91.00 TO NODE 95.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
- - » »> USING COMPUTER_ ESTIMATED - PIPESIZE -( NON _PRESSURE- FLOW)<<< <<
- -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 969.97 DOWNSTREAM(FEET) = 968.65
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES
PIPE-FLOW VELOCITY(FEET /SEC.) = 6.84
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 18.61
PIPE TRAVEL TIME(MIN.) = 0.56 TC(MIN.) = 15.14
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 95.00 = 1290.00 FEET.
FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM_ 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.14
RAINFALL INTENSITY(INCH /HR) = 3.55
TOTAL STREAM AREA(ACRES) = 6.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.61
FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
-----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 981.60
ELEVATION DIFFERENCE(FEET) = 4.40
TC = 0.469 *[( 260.00 * *3) /( 4.40)] * *.2 = 9.812
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.570
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7657
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.4S
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.45
FLOW PROCESS FROM NODE 93.00 TO NODE 94.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» »>( STREET TABLE SECTION # 2 USED)« «< --
UPSTREAM ELEVATION(FEET) = 981.60 DOWNSTREAM ELEVATION(FEET) = 980.11
STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.76
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 15.96
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.85
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.68
STREET FLOW TRAVEL TIME(MIN.) = 0.82 TC(MIN.) = 10.63
Page 5
LINEI6.TXT
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.363
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7606
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 8.63
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 11.08
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET)
FLOW VELOCITY(FEET /SEC.) = 3.23 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97
LONGEST FLOWPATH FROM NODE 92.00 TO NODE 94.00 = 400.00 FEET.
********************************************* * * * * * * * * * * * * ** * * ** ** * ** * * * * * * **
FLOW -PROCESS -FROM NODE 94.00 TO NODE 95.00 IS CODE = 31
-- ------- -------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 972.75 DOWNSTREAM(FEET) 968.65
FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.72
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 11.08
' PIPE TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 10.97
LONGEST FLOWPATH FROM NODE 92.00 TO NODE 95.00 = 600.00 FEET.
********************************************* * * * * * * * * * * * ** * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1
-----------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
--
»»>AND - COMPUTE - VARIOUS - CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.97
RAINFALL INTENSITY(INCH /HR) = 4.28
TOTAL STREAM AREA(ACRES) = 3.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.08
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 18.61 15.14 3.554 6.50
2 11.08 10.97 4.283 3.30
*, r** *,r * **�• * * * * ** * ** * * * *� * * * * * * *a* WARNING** a * * * ** *� * ** * * * * * * ** * * * * * * * * ** * **
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.
* * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 24.57 10.97 4.283
2 27.80 15.14 3.554
' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 27.80 TCkMIN.) = 15.14
TOTAL AREA(ACRES) = 9.80
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 95.00 = 1290.00 FEET.
' ********************************************* * * ** * * * * * * * * * * * * * * * * * * * * * * ** * **
FLOW PROCESS FROM NODE 95.00 TO NODE 99.00 IS CODE = 31
----------------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
- - »»> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW) « «<_-- _- - - -_ -_
ELEVATION DATA: UPSTREAM(FEET) = 968.65 DOWNSTREAM(FEET) = 968.43
FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES
' PIPE -FLOW VELOCITY(FEET /SEC.) = 8.03
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 27.80
PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 15.20
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 99.00 = 1320.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 1
Page 6
1
-- - - - - -- LINE16 _TXT
---------------------------------------- ------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.20
RAINFALL INTENSITY(INCH /HR) = 3.55
TOTAL STREAM AREA(ACRES) = 9.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.80
FLOW PROCESS FROM NODE 96.00 TO NODE 97.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<< < < ---------------------
-------------------------------------------------- -
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00
UPSTREAM ELEVATION(FEET) = 986.00
DOWNSTREAM ELEVATION(FEET) = 981.92
ELEVATION DIFFERENCE(FEET) = 4.08
TC = 0.469 *[( 250.00 * *3) /( 4.08)] * *.2 = 9.729
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.592
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7663
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.46
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.46
FLOW PROCESS FROM NODE 97.00 TO NODE 98.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
»»>( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 981.92 DOWNSTREAM ELEVATION(FEET) = 979.97
STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
1
J
1
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 9.64
TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 12.10
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 3.46 DEPTH *VELOCITY(FT *FT /SEC.) = 1.04
LONGEST FLOWPATH FROM NODE 96.00 TO NODE 98.00 = 410.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * ** * * * * * * * * * * **
FLOW PROCESS FROM NODE 98.00 TO NODE 99.00 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< - - --
ELEVATION DATA: UPSTREAM(FEET) = 971.81 DOWNSTREAM(FEET) = 968.43
FLOW LENGTH(FEET) = 206.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.03
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 12.10
PIPE TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 10.98
LONGEST FLOWPATH FROM NODE 96.00 TO NODE 99.00 = 616.00 FEET.
Page 7
* *TRAVEL TIME COMPUTED USING ESTIMATED
FLOW(CFS) = 7.28
STREETFLOW MODEL RESULTS USING ESTIMATED
FLOW:
'
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 16.02
AVERAGE FLOW VELOCITY(FEET /SEC.) =
3.OS
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.)
= 0.73
STREET FLOW TRAVEL TIME(MIN.) = 0.88
TC(MIN.) = 10.60
'
100 YEAR RAINFALL INTENSITY(INCH /HOUR)
= 4.369
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT
= .7607
SOIL CLASSIFICATION IS "B"
1
J
1
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 9.64
TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 12.10
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 3.46 DEPTH *VELOCITY(FT *FT /SEC.) = 1.04
LONGEST FLOWPATH FROM NODE 96.00 TO NODE 98.00 = 410.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * ** * * * * * * * * * * **
FLOW PROCESS FROM NODE 98.00 TO NODE 99.00 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< - - --
ELEVATION DATA: UPSTREAM(FEET) = 971.81 DOWNSTREAM(FEET) = 968.43
FLOW LENGTH(FEET) = 206.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.03
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 12.10
PIPE TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 10.98
LONGEST FLOWPATH FROM NODE 96.00 TO NODE 99.00 = 616.00 FEET.
Page 7
' LINEI6.TXT
FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.98
' RAINFALL INTENSITY(INCH /HR) = 4.28
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.10
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 27.80 15.20 3.546 9.80
2 12.10 10.98 4.280 3.60
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.
' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE*TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 32.19 10.98 4.280
2 37.82 15.20 3.546
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: —
PEAK FLOW RATE(CFS) = 37.82 TC(MIN.) = 15.20
TOTAL AREA(ACRES) = 13.40
LONGEST FLOWPATH FROM NODE 84.00 TO NODE 99.00 — 1320.00 FEET.
-----------------------------------------------------
'END OF STUDY SUMMARY:
'TOTAL AREA(ACRES) = 13.40 TC(MIN.) = 15.20
== PEAK —FLOW RATE( CFS)========= 37_ 82__________ _______________________________
-------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
1
1
'1
Page 8
c
1-1
1
LINE20.TXT
1 *** i.• isirirf:** i.• f:*******:; iri:** f.•**** i;**'•:* ir*** t:** iri:* i.• iri: i .• *ir * * *i.•f.•f.•i:i ::.•i.•f :f: *f:f:x *i: *i:i : * *iri :*
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering Software (aes)
(Rational Tabling Version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
1 One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
it ir'•ir * * * * * * * *ir *t• * * *i: *•f.•i: it *•i.•* DESCRIPTION OF STUDY =° " * *'` "• * **'' * * *'` * * ** * ** ^' -�•"•
1 * Madison Club 100 -yr
Phase 2, Line 20
* 8/24/05
:: i:*** f: isirt: i:** f:* f:* it****** �•*'.:* i- ir*::: Y*: : *f:.•irir *iri•** * * * *�•t•ki: *f: '.: f: '.: 's it is '.: *iris *': f: '.; *i: * * *f:
FILE NAME: LINE20.DAT
- -TIME /DATE OF STUDY: 16_18 08/29/2005-
--------- - - - - - -------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
1 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -Curb)
2. (Depth) *(velocity) constraint = 6.0 (FT!,FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
* i:'.:'.: ir*** iri :ir *�•'.:f:i:ir *iri :ir *iri:irf: it ir*• k*:.• f: �•** f:* f: '.:*ir *'.r'.e **'.•i:'.: * * *ir'.: it ir'.:i: * ** * *ir is f: '.: ir'..•* *'. : *i•*
' FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
-------------
------- --------
»>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
' DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 328.00
UPSTREAM ELEVATION(FEET) = 990.50
' DOWNSTREAM ELEVATION(FEET) = 986.20
ELEVATION DIFFERENCE(FEET) = 4.30
TC = 0.469 *[( 328.00 * *3) /( 4.30)] * *.2 = 11.331
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.204
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7564
SOIL CLASSIFICATION IS "B"
' SUBAREA RUNOFF(CFS) = 2.54
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.54
'.: i :i:i :i:i :'.:'.:ir'. :'.:f:'.;'.r it i::k:4'.r it f : *'.r fr �• *'.r * **'.:ir* **'.:i: ** * *ir it i:* * *i: * *ir* **i::Yfr * *i :i: f: ':,:: *ir it it it is f:'.: is ie *ir
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62
»»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
> --> »>( STREET TABLE SECTION # <_<_<_<_:
2 USED)
----------------------------------------------------------------------------
Page 1
LINE20.TXT
UPSTREAM ELEVATION(FEET) = 986.20 DOWNSTREAM ELEVATION(FEET) = 984.40
' STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning's FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning'5 FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.90
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.18
' HALFSTREET FLOOD WIDTH(FEET)= 12.90
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.62
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.47
STREET FLOW TRAVEL TIME(MIN.) = 0.89 TC(MIN.) = 12.22
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.024
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7513
' SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.72
TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 5.26
END OF SUBAREA STREET FLOW HYDRAULICS:
' DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 14.21
FLOW VELOCITY(FEET /SEC.) = 2.85 DEPTH *VELOCITY(FT *•FT /SEC.) = 0.58
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 468.00 FEET.
:Y is *i: is it ir'.e *i: i.•i:* *ir it *i:k.ir'.ri: ie it ir* iri: * *i:ie *i:i: * **ic * *i.•*i.•ie ir'.:'.:'.e * * * * * * * * ** ** * *ir it * * *'.r •; it it * * *'.:
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
»>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.22
RAINFALL INTENSITY(INCH /HR) = 4.02
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.26
it is it is =* is i:- --i:'si: fr FROM :NODE 103.001: =* -•- is fii:'. t= i *i..04.is -• *ir*- r- .i- r- i.-.- --•- - --�-• -iris
FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * =".2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00
UPSTREAM ELEVATION(FEET) = 993.70
DOWNSTREAM ELEVATION(FEET) = 986.40
ELEVATION DIFFERENCE(FEET) = 7.30
TC = 0.469 *[( 330.00 * *3) /( 7.30)] **.2 = 10.230
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.461
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7631
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.72
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) 2.72
tr• r.* iri.•** t: i:* i:** i.•** isi.•* isi.•* iri:******** i:* isi:** isi:* i:******* i:*** t: *• ; * * * * *i: *::i: * *i: * *i :t. *i.• **
' FLOW PROCESS FROM NODE 104.00 TO NODE 102.00 IS CODE = 31
»>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
' ELEVATION DATA: UPSTREAM(FEET), = 977.80 DOWNSTREAM(FEET) = 976.10
FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.).= 4.90
' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.72
PIPE. TRAVEL TIME(MIN.) = 0.58 TC(MIN.) = 10.81
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 102.00 = 500.00 FEET.
_:***CESS'FROM'NODE *1_102 -iri: is TO is=•D _�_r_02.0__A- iCODE.= = = =i:
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE 1
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
Page 2
LINE20.TXT
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
' TOTAL NUMBER OF STREAMS--=_ 2_______________________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.81
RAINFALL INTENSITY(INCH /HR) = 4.32
' TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.72
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 5.26 12.22 4.024 1.70
2 2.72 10.81 4.321 0.80
* irtt. f:* i:* irir:; * * * *ir* * * * * * * * * *i,• * * * * ** �.,.....,. �-,.* i:*** i:* i .• * * *f: *i:i: *i:f.- * *:: * *f:fr *tr
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.
* *,; * *iriritiri :i ;* is t f.•* frtr****• i:',- isi:::* f:*** i.•* i; i:* ir**•** f.•******* irf: * * * * *�••.: * *•A *i:i: * *i.• *ir * *i: �•
' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
' NUMBER (CFS) (MIN.) (INCH /HOUR)
1 7.38 10.81 4.321
2 7.80 12.22 4.024
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.80 TC(MIN.) = 12.22 -
TOTAL AREA(ACRES) = 2.50
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 102.00 = 500.00 FEET.
s: f: iri:'.;: ti:*'. rf:'.:* f:'.: ir'_•* isir*':* fr* isir'.:******** irf:* fr'.; isi•'. ei: * *'.:•:i:i: *ie * * *i:ir * *�• *i: f: is '.: is ;k'.: •: '.. is t': it ir*
FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 62
---------------------------------------
» »»-»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
>--( STREET -------- TABLE ------ SECTION -------- --- 2 - # USED---) ««<
UPSTREAM ELEVATION(FEET) = 984.40 DOWNSTREAM ELEVATION(FEET) = 981.20
STREET LENGTH(FEET) = 255-.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
ManningrS FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
' Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.92
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28
' HALFSTREET FLOOD WIDTH(FEET)= 17.77
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.33
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.92
STREET FLOW TRAVEL TIME(MIN.) = 1.28 TC(MIN.) = 13.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.799
' SINGLE- FAMILY11 -ACRE LOT) RUNOFF COEFFICIENT
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.24
TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 12.04
' END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 18.97
FLOW VELOCITY(FEET /SEC.) = 3.52 DEPTH *VELOCITY(FT *FT /SEC.) = 1.05
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 105.00 = 755.00 FEET.
::'.: irf:'. r* kf: fr': isf:':*• rf: f:: t'.:'.:'.:*** i:* isi:i:*'.:': i:*'• rf: i:*'.:': �• *':�•f:f: *t:i:iet•i: * *i::::r *t: *'.e it *'.• *ir *'r it *,, *,*'.:*
FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62
------------------------
»>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
»»>( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 981.20 DOWNSTREAM ELEVATION(FEET) = 979.40
STREET LENGTH(FEET) = 145.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
Page 3
LINE20.TXT
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.86
***STREET FLOW SPLITS OVER STREET - CROWN*
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.49
SPLIT DEPTH(FEET) = 0.09 SPLIT FLOOD WIDTH(FEET) = 8.25
SPLIT FLOW(CFS) = 0.87 SPLIT VELOCITY(FEET /SEC.) = 1.72
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.49
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.05
STREET FLOW TRAVEL TIME(MIN.) = 0.69 TC(MIN.) = 14.19
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.690
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7408
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.64
TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 13.68
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 3.49 DEPTH *VELOCITY(FT =•FT /SEC.) = 1.05
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 106.00 = 900.00 FEET.
tr it ir*ir it it :'.;'.: i :i:iri:':i.".ri:i:iti:'.:ie *'.r it kfr���4i:�i :�i: ir�ir is sir i:�i:'::Yk'.rd�k�i:ti: «'.: �i: pie i:��::�•: '.: '.
FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.19
RAINFALL INTENSITY(INCH HR) = 3.69
TOTAL STREAM AREA(ACRES = 4.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.68
i:i:'.ri: *i:ir'.r it it is ir* isi::; iri: ir*'.: ir* f: ir'.: �•*: Y' riti:***** i:* i:** ir'**'.: i:• :'.:::•r•.:�':ir'.ri:�::t'.:�ir ;�i: sir t. it is is i.•�'.r ;�'.;
FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 21
------ 7 ---------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]` =•.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 385.00
UPSTREAM ELEVATION(FEET) = 985.50
DOWNSTREAM ELEVATION(FEET) = 981.40
ELEVATION DIFFERENCE(FEET) = 4.10
TC = 0.469 *[( 385.00 * *3) /( .4.10)]ir *.2 = 12.594
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.954
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7492
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 4.74
TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4.74
i:* -*r*r it i- is ir*--- i:*-*-*- *-- =-*- it =-.k= *sit* -is*- is ir*==- *- *- *- * *it *- -*-it ir'.:* - * -*- :=-- *- :i:-*- *------ *ir *ir - - *-: =. i. i:= -i: * -- -i:
FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 62
» »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
»»>( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 981.40 DOWNSTREAM ELEVATION(FEET) = 979.20
STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
' STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
Page 4
LINE20.TXT
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.30
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.21
HALFSTREET FLOOD WIDTH(FEET) = 14.60
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71
PRODUCT OF DEPTH &VELOCITY(FT *•FT /SEC.) = 0.57
' STREET FLOW TRAVEL TIME(MIN.) = 1.23 TC(MIN.) = 13.83
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.746
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7427
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 5.85
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 15.14
FLOW VELOCITY(FEET /SEC.) = 2.76 DEPTH *VELOCITY(FT *FT /SEC.) = 0.62
LONGEST FLOWPATH FROM NODE 107.00 TO NODE 109.00 = 585.00 FEET.
"FLOWfr fret:': ir'.: k�'.:'.: tri: fr'. r'-'- �• t:'.: tr: 4f :�t'.r'.:f:k�f:f:f :�i:'.:fr'.r fr �f: i:f:f:�•fr::':fr�':f :�kat'..-f: it f: �f: '.: ': f: '.:�
FLOW PROCESS FROM NODE 110.00 TO NODE 109.00 IS CODE = 81
----------------------------------------------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.746
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7427
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 6.97
TC(MIN.) = 13.83
kf:kkirk k:: k': iskkki: �: kf :fr�-tr�'sf:t :fr�•frf.- �t:t�ir f:f:�t:irf:i: fr�fr4 �'<::�f: frk��•���`��•f: �f: x�•f: ',r t: fr': f: f: :: tf: fr f:
FLOW PROCESS FROM NODE 109.00 TO NODE 106.00 IS CODE = 31
---- ----- -------------
----------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 974.10 DOWNSTREAM(FEET) = 973.30
1 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.76
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 6.97
PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 13.92
LONGEST FLOWPATH FROM NODE 107.00 TO NODE 106.00 = 630.00 FEET.
f: kkkkkkkkkY :kkkkk:;�•i;'.:kkkkkkkkf.•k kkkkkkkkkkkkkk.• k kki :kkkX irkkkkkkkkkkkk 'skkkf:k k'.r'.: '.:
FLOW PROCESS FROM NODE 106.00'TO NODE 106.00 IS CODE = 1
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.92
RAINFALL INTENSITY(INCH /HR) = 3.73
TOTAL STREAM AREA(ACRES) = 2.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.97
'.ekkkkkk'.:kkkkk::k'.: irk kf:'.: kkkk* kk': kkkkkkk'. rk' .e{ekf:kf :kkkkkf:kkk':'.ek'.:kk �.k= f :kk'.:kkkkk k'.:k f :f:
FLOW PROCESS FROM NODE 111.00 TO NODE 106.00 IS CODE 21
----------------------------------------------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K* [(LENGTH * *3) /(ELEVATION CHANGE)]* *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 480.00
UPSTREAM ELEVATION(FEET) = 985.50
DOWNSTREAM ELEVATION(FEET) = 979.40
ELEVATION DIFFERENCE(FEET) = 6.10
TC = 0.469 *[( 480.00 * *3) /( 6.10)] * *.2 = 13.278
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.835
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7455
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 4.00
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) 4.00
ki:kkkkkkf:f: irk i•irk'..•k ::::k f;'.: kf: irk'.: f:'.: kkkf: i:* kk'..•'..• k. f:* frk ::irf: *::k *kki:k'.rkk'.:i: *'.: trk :.-k'.r i.•'::.•f:k *i: ki:
' - -FLOW- PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1
»>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
Page 5
LINE20.TXT
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 13.28
RAINFALL INTENSITY(INCH /HR) = 3.84
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.00
** CONFLUENCE DATA iri:
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 13.68 14.19 3.690 4.60
i 2 6.97 13.92 3.731 2.40
3 4.00 13.28 3.835 1.40
fei: it iri :i :i:'..•ir ft is fr fr'.rir ;k ;h ir': pie'.'.'. ". ".�.'.'..k '..ir'.;'.t'.:�i:�'.:':i:��fr fr it'.: i.•'.r i.•��i-i: s�f:: i:•w+.'.
.......r...r.....r..... WARNING.... .r......
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.
f:'r* ***'.:it *'.: **i•i: *i: '.: ie *i: i•i: * *i: iri:': �i :��'.rf:':•:':i:'.ri:::'.ri:': it it is it i :�i:i:f.-•r'.:::f:': fe fr it fr f:f: fe'.•fr f: �'.e'..•ft��
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
PEAK FLOW RATE TABLE
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 23.45 13.28 3.835
2 24.28 13.92 3.731
3 24.42 14.19 3.690
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 24.42 TC(MIN.) = 14.19
TOTAL AREA(ACRES) = 8.40 .-
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 106.00 = 900.00 FEET.
t• * * *:7:4 it is '.: it fr * * *f: 's * *ir *:k is '.r it is is *it'..•'.:'.r'.:'.r it ..* �'.t is '.r��i: '.: '.r't'.: '.: '.: �•ir�': �. ir': i. A. �.': �;�•t :: ': ;h't i.. f. is ir': it i.•ir •.�.
FLOW PROCESS FROM NODE 106.00 TO NODE 112.00 IS CODE = 31
----------------------------------------------------------------------------
1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) 973.30 DOWNSTREAM(FEET) = 971.60
FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.30
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 24.42
PIPE TRAVEL TIME(MIN.) = 0.64 TC(MIN.) = 14.83
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 112.00 = 1180.00 FEET.
',r *ir i; is it w•f: it *ir it is * iri <ir'.r *i:f:fr * *'.: * * * * *ir * *ir ie*'.;** i:'. •i:':�'..•:hi;ir *iei:'.ri:i:'rA ir': *ir'.r i; ir'.; ie *'.: * *a �- *i: *i:*
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.83
RAINFALL INTENSITY(INCH /HR) = 3.60
TOTAL STREAM AREA(ACRES) = 8.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.42
r
f: *i: ': :4 is is * * *i: *i: is * iri: i:i;w«wi:i:i:�i :'.:�i:�i :�i:��A �... Ai�f .•'.es`�'rfi�f:i:��fe�'.rw�;F': '.-vk �'.; is ti:'.•4 is i:fi����
- -FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
1 DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS).
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *•.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 360.00
UPSTREAM ELEVATION(FEET) = 986.70
DOWNSTREAM ELEVATION(FEET) = 982.60
ELEVATION DIFFERENCE(FEET) = 4.10
TC = 0.469 *[( 360.00 * *3) /( 4.10)] * *.2 = 12.097
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.048
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7520
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.44
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.44
Page 6
6.1
=r Lzwszo.TxT
rLow pxocsss FROM wooc 112.00 To woos 112.00 IS coos ~ 1
_--__-_-____-__----___----_-__-'___'____--_-_-_-_
>>^>>osszawxrs zwmspcwoswr srnsmm FOR cowpLuswcc^<^^^
-- >,>>^Awo cnmpoTs vAnzous cowFLoswcso srxsm* vALoss<^^^^
~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
TOTAL wumosn OF srnsxws ~ z
` cowFLoswcs vxLocs USED FOR zwospswnswr srncAm 2 ARE:
TIME or cowCswTxATzow{wzw.} ~ 12.10
-' nAzwpxLL zwrsws zwc* xn) ~ 4.05
TOTAL srnsmw AxcA(Acuss) ~ 0.80
psAu rLow x*Ts(crs) AT cnwrLoswcs ~ 2.44
°° cowpLocwcs DATA °^
~~ srnsmM xowopp rc zwrswszrY AREA
wowosx (cps) {mzw.} (zwcx/xoux) (Acns)
1 24.*2 14.83 3.s97 8.40
z 2.44 12.10 4.048 0.80
IN THIS comporsx pxusnAw, THE cowrLocwcs VALUE USED IS oAsco
ON THE ncpcmwco pumwoLA or PLATE o-z As ocpxoLr VALUE. THIS rouMuLx
WILL NOT wsccssxnzLv nssoLr IN THE mAxzmuw vxLos OF ps«x FLOW.
nAzwr«LL zwrswyzry AND TIME OF cowcswrnxrzow mnzo
cnwpLoswcc ponwuLA USED FOR z srnsAws.
N� °° psAx rLow RATE TABLE ^^
srus»w nuworp rc zwrswszry
wowucn {crs} {wzw.} (zwcx/xoun)
z 22.36 12.10 4.0*8
Z 20.59 14.83 3.597
.m� cowporso cowpLuswcs ssrzmArss ARE As roLLowu:
psxK rLow xATs(ce) ~ za.Sy rc{mzw.} ~ z^.ua
TOTAL AncA(Acxss) ~ 9.20
Lowossr rLowpxrx FROM woos 103.00 TO woos 112.00 ~ z-1oO.oO pscr.
pLow pxocsss FROM woos 112.00 To wooc 11*.00 IS cons ~ 31
------------------------'-----------------------------'-------------'-------
>>^^^cnwpurs pzps-pLow rmxvsL TIME r*xu souAxsA^<^<<
,>^>^uszwu compoTsn-ssrzwxrco pzpsszZs (wow-pnsssons pLnw)^^^^<
~~~~-~~~~~~~~~~~~~~~~~~~~ ~~~~~~~~�~~~~~~~~~~~~~~
`- sLcvArzow DATA: upsrnsAw{pcsr} ~ 97I.60 oowwsrxsmw{pssT) ~ 970.60
FLOW LswsT*(pssr) ~ 165.00 wxwwzws's w ~ 0.012
osprx OF rLow IN 30.0 zwcx pzps is 20.1 zwcxss
pzps-rLow vsLoczrv{pcc ssc.} ~ 7.61
ssrzm«rso PIPE oz*wcrsn(zwcx) ~ 30.00 womnsn OF pzpss ~ z
~- pzps-FLuw{cps} ~ 26.5*
pzpc rxAvsL rzmc(mzw.) .~ 0.36 rc{wzw.} ~ 15.19
Lowsssr pLowpAr* FROM woos 103.00 TO woos 11*.00 ~ 1345.00 pcsr.
~r rLow pxoccss FROM wooc 114.00 TO wooc 115.00 IS cooc ~ sz
----------------------------'---------------------------'-------------------
>^>>^coMpors pzps-pLnw rx*xsL TIME rxno sooAxsA^"^<x
>>^^^oszws cowporcn-ssrzwxrso pzpcszzs (wow'pnsssoxs pLow)^^^^<
��. ~~~~~~~~~~~~~~~--~~~~~~~~-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-~~~~~~~~~~~~~~~~~~~~
sLcv*Tzow DATA: opsrncmw{Fssr) ~ 970.60 oowwsrnsAw(rssT) ~ 968.70
FLOW Lswmrx(=ssr) ~ 315.00 wAwwzwG's w ~ 0.013
ocprx OF rLow IN 30.0 zwcx pzps is zz.* zwcxcs
rzps-FLuw vsLoczr/(Fss ssc.) ~ 7.11
csrzwArso pzpc ozmwsrsn{zwcx} ~ }V.OV wuwusx or pzpss ~ l
�m pzps-pLow(crs) ~ zo.�y
pzps rxAvsL rzms{wzw.} ~ 0.74 rc(wzw.) ~ 15.93
Lowassr rLnwpArx FROM woos lO].00 TO woos 115.00 ~ 1600.00 pscr.
rLow pnocsss FROM wooc 1I5.00 TO woos 115.00 IS cuoc ~ 1
----------------------------------'------------------------------- ---------
^`>^^osszowxrs zwospswoswr srnsmw FOR cowpLoswcs^<^<<
�������������������������������������������������������=====================
2
��. ror�� wowosn op srxs�ms ~
cowpmswcs v��ucs osc ron zwospswoswr s�xsxw � A===R=E=:
=====================
or cowcswTmn'zow{mzw.} ~ I5.93
nAzwpxLL zwrcwszr/{rwcx xx} ~ 3.45
TOTAL sTnsm« AnsA(Acnss) ~ 9.20
PEAK rLow n*Tc(cpS) AT cowrLuswcs ~ 26.59
��.
Page 7
1p
ILINE20.TXT
FLOW PROCESS FROM NODE 116.00 TO NODE 115.00 IS CODE = 21
- - »»> RATIONAL - METHOD - INITIAL _ SUBAREA- ANALYSIS < < < < < - ------- ----- -- --- - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * ='3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00
UPSTREAM ELEVATION(FEET) = 982.00
DOWNSTREAM ELEVATION(FEET) = 977.10
IN ELEVATION DIFFERENCE(FEET) = 4.90
TC = 0.469 *[( 250.00 * *3) /( 4.90)] * *.2 = 9.379
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.691
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7686
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.52
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.52
"FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM ..2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.38
RAINFALL INTENSITY(INCH /HR) = 4.69
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.52
** CONFLUENCE DATA ** -
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 26.59 15.93 3.451 9.20
2 2.52 9.38 4.691 0.70
,,...t :t: *t:t: *t:t: *t.t: *t: t: t: t: t: *t: t: * *t: t:at.•t.-t: ** WARNING* t:***: r**:.•*** t: �•** *',-t: *t:�:t :�• *�•t:�•t:t: * * *t;
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.
t: t: t: t: t:* t: t: t< t :t.t:t:•.:*t:t: * * *:tt :t: *t:t:t: is c- t: t: �•* �• t:*** t:**** t:*::*::** t: t..* * *t: * * * *t: *t..t:t�• *t:�•t.• * *t: t:
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 18.18 9.38 4.691
2 28.44 15.93 3.451
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
1 PEAK .FLOW RATE(CFS) = 28.44 TC(MIN.) = 15.93
TOTAL AREA(ACRES) = 9.90
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 115.00 = 1660.00 FEET.
*** t:* t: t: t* t:** t:**** t: t: t.•* t: t:** t: t:* t:******* tt:** t: t: t :t:t:t:t: *�• * * *t: *�• *t: *t: * * *t: t: t: t:::�• * *t:t: * **
FLOW PROCESS FROM NODE 115.00 TO NODE 117.00 IS CODE = 62
---------------- - - - - -- -- --
» »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»» >( STREET TABLE SECTION # 2 USED) ««<
UPSTREAM ELEVATION(FEET) = 977.10 DOWNSTREAM ELEVATION(FEET) = 973.10
STREET LENGTH(FEET) = 265.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.89
** *STREET FLOWING FULL * **
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.04
Page 8
I
LINE20.TXT
PRODUCT OF DEPTH &VELOCITY(FT «FT /SEC.) = 1.27
STREET FLOW TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 17.02
lit 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.321
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7273
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.90
TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 31.34
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 4.13 DEPTH «VELOCITY(FT «FT /SEC.) = 1.32
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 117.00 = 1925.00 FEET.
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 31
----------------------------------------------------------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
_ -» »> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW)« «<__--- - -_ -__
ELEVATION DATA: UPSTREAM(FEET) = 966.40 DOWNSTREAM(FEET) = 965.50
FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.57
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 31.34
PIPE TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 17.32
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 118.00 = 2060.00 FEET.
« « « « « « « « «i: t: « « « « « «i: « « « « «« �• « « « « « «i: «:: « « « « « « « « « « «ir « « «tr is «tr i.• « « « «« «««« �• « « « «« «'.: « « «'.: «
' FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 1
----------------------------------------------------------------------------
»»> DESIGNATE_ INDEPENDENT - STREAM_ FOR_ CONFLUENCE << < < < --------------- - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.32
RAINFALL INTENSITY(INCH /HR) = 3.29.'
TOTAL STREAM AREA(ACRES) = 11.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.34
FLOW PROCESS FROM NODE 119.00 TO NODE 118.00 IS CODE = 21
-- » » >RATIONAL- METHOD _ INITIAL - SUBAREA - ANALYSIS << < < <
-------------- -- - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K «[(LENGTH'° «3) /(ELEVATION CHANGE)] « «.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 235.00
UPSTREAM ELEVATION(FEET) = 977.10
DOWNSTREAM ELEVATION(FEET) = 970.40
ELEVATION DIFFERENCE(FEET) = 6.70
TC = 0.469 «[( 235.00 « «3) /( 6.70)1'° «.2 = 8.489
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.970
SINGLE- FAMILY(1-ACRE LOT) RUNOFF COEFFICIENT = .7747
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.31
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.31
FLOW PROCESS FROM NODE 120.00 TO NODE 118.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.970
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7747
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.93
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 4.24
TC(MIN.) = 8.49
«'.r t: is «« « « «'.r « « « « « « « «i: « « « «tr « «:: is « «« « « «'.r'.r i; is «'.: « « «'.:'.:'..•'.: « «« «tai: «« « « « « « « « « «'.: « «'.: «'.: « « « « «'.:
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 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.) = 8.49
RAINFALL INTENSITY(INCH /HR) = 4.97
TOTAL STREAM AREA(ACRES) = 1.10
Page 9
r.-D
1
LINE20.TXT
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.24
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 31.34 17.32 3.287 11.10
2 4.24 8.49 4.970 1.10
******* isi.• isttttttttttti; *i : *i:i:i:i :,� *�- i:WARNING-•i :* tit** iris* iti:* :: * *iti: *i :ir *i:ir * *i.•i; ** * * **
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.
tirt ttttttttttttttti: tttt *ti : tttittttitttt iett * * * *t'.t':isttt * *tt *irttit ie '.t'.: is ': is is i:t is i:ttt
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE ir*
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 19.60 8.49 4.970
2 34.14 17.32 3.287
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 34.14 TC(MIN.) = 17.32
TOTAL AREA(ACRES) = 12.20
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 118.00 = 2060.00 FEET.
ttttttt::ti :ttttttttttttt ** is tttttttttttttir.- ti.• tttttttt�•** *tt *t * *t..tt ..............ti:t
FLOW PROCESS FROM NODE 118.00 TO NODE 121.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 965.50 DOWNSTREAM(FEET) = 958.20
FLOW LENGTH(FEET) = 80.00 MANNING 'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 21.18
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 34.14
PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 17.38
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 121.00 = 2140.00 FEET.
1 ...rtttttt'.:i:i<ir it ittttttttttttttttttttt * *�-t irttttttttti:ttti.•tttttt ' rt'.: ti :tti:tttttir is .. ..
- -FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 10
»» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
it it t'. : :i:tt'.:i :t:tt irt* itttt'.: tt**'. rtttir'.:'.: tt'.:..t'.: *t'• *..2•;ti;i:t,ttt �•'.rt *tt.t'.t i:t *i:'. : *': *ti: * **i. f.. ,: ti.•
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 21
----------------------------------- -----------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < < < ---------------------
____________________________________________________________________________
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00
UPSTREAM ELEVATION(FEET) = 974.30
DOWNSTREAM ELEVATION(FEET) = 968.50
ELEVATION DIFFERENCE(FEET) = 5.80
TC = 0.469 *[( 230.00 * *3) /( 5.80)] * *.2 = 8.626
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.924
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7737
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.90
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.90
i;ttt irtt i :i: it itt i.• irtttti: ttttir'. r* ttt* i:': t*'. : *tt *tttt: *iri :i :tti: *tt *ttttt: :: *ti:ti:tttt:: i:ti :ttt
- -FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 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.) = 8.63
RAINFALL INTENSITY(INCH /HR) = 4.92
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.90
irt.isistt'.r':'...ti : it,.,.,.,.,.tt'.•i: is iri.,'•'•':'.•Y ; tt:: isisi:'.: t'.: ti: ttt'.... .' :t':t'.r'•'•'•,;,;,.,.,.,.... ,, *,; *.,.; i, *,,r. -,; ,r ,; ,r
FLOW PROCESS FROM NODE _ ^124.00 TO NODE 123.00 IS CODE 21
Page 10
' }
a
v
fl
LINE20.TXT
----------------------------------------------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< - - --
______________________________________________________________________
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 445.00
UPSTREAM ELEVATION(FEET) = 975.20
DOWNSTREAM ELEVATION(FEET) = 968.50
ELEVATION DIFFERENCE(FEET) = 6.70
TC = 0.469 *[( 445.00 * *3) /( 6.70)] * *.2 = 12.452
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.980
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7500
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.58
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.58
t:f:*i:'.t'.: tr tr* i:: 4'.:* iti;.. tc*• ktr* ir'.< tti.•* it* t:i:i: **i:te�• *i: ** **ir * *'::�tz ir'.e•: *':;': *i:i:'.e is ** *i: *'.e'..•i :* * *i:* *.. i<*
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE = 1
---------------------------------------- ------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER -- ----2
STREAMS ----------------------------------------------
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.45
RAINFALL INTENSITY(INCH /HR) = 3.98
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.58
* CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 1.90 8.63 4.924 0.50
2 3.58 12.45 3.980 1.20
A......... ** �:* t:* t: t:*** t:** ist:* t:* t:**** �•** WARNINGt:*****•** t: t:* t:*** *t: *• *i: *i: * *•i:i: * * *•*i:i.•i:*
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.
** i:* t:*** t:* t:* isi.• r: t:*** t: t:* �-** �-*** a•* z•* t.*•** �•** i.•* t:** i:-- i : * * * * *t: * * * * * * * * * * * * *t:i.• *t * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE *-
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.39 8.63 4.924
2 5.12 12.45 3.980
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.12 TC(MIN.) = 12.45
TOTAL AREA(ACRES) = 1.70
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 123.00 = 445.00 FEET.
*t: ie it it *t:':i:i:it *i: it it t: t: isL• i:'. rt: t:':: Y'.: ist:**** t: tr* t: ir** i:* t: i:i:t:i: *t: *i;*. *t: *�•tr�• * *'.r t: * * * *'.: is is is *t: *i: *ie is
FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 31
----------------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 963.30 DOWNSTREAM(FEET) = 961.10
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.05
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 5.12
PIPE TRAVEL TIME(MIN.) = 0.63 TC(MIN.) = 13.09
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 125.00 = 675.00 FEET.
_,.,. * irt: t: i:: �*: t�•*•* t: �-* t:* x•****** t:***** �•.• i:***** t:*****:; t:* ist;*** t:t*t:i.- * * * * * * * * * * * *i: * * *i: * **
FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 1
------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.09 -
RAINFALL INTENSITY(INCH /HR) 3.87
TOTAL STREAM AREA(ACRES) = 1.70
Page 11
r
ILINE20.TXT
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.12
rt*** i:** trir***********',• t;* trt: t: t:********* a* t:**** t: t: t* t:* is�-* t : * *t *� * * *t :�• *t: * * *s: *�- �•t: *t:
- -FLOW PROCESS FROM NODE 126.00 TO NODE 125.00 IS CODE = 21
----------------------------------- --------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 405.00
UPSTREAM ELEVATION(FEET) = 975.90 -
DOWNSTREAM ELEVATION(FEET) = 971.00
i ELEVATION DIFFERENCE(FEET) = 4.90
TC = 0.469 *[( 405.00 * *3) /( 4.90)] * *.2 12.528
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.966
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7496
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.97
ti TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) 2.97
t: t: tr* t. r.**** t:* t:** r.* trt:** t:*** t: t:***' t: * * **t: * * * * *t: * * * * * *t.• * * * * * * *t: t: *t ::: * *t: t: *t: t:t : * * * *t: **
FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 1
-------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
- =TOTAL NUMBER OF STREAMS --=_ 2_______________ _______________________________
�1 CONFLUENCE. VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.53
RAINFALL INTENSITY(INCH /HR) = 3.97
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.97
** CONFLUENCE DATA *
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 5.12 13.09 3.868 1.70
2 2.97 12.53 3.966 1.00
'.:iri:'.rf:t•ir tr *irt: *i:it:tct: is t : **tr'.r *ir * *t: t: it t:*',r ,•�.'.r'.r* *'.rt: *t:ir*t:* *t: *w �. * * *i: *:t* *• : * * *;F **
WARNING- -
0 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
0 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.
t :s:t : *:• *t : *i:w *tr it it �•t: is it ist :iri:'.:tr'.:t:•r'.:'. : *'.: *is is t.• iri:':* i•*'. r'.:' st:t:'.; *trt:, :t:•:t: *':.;:•:t: t.• *',: *i :i :'.: *': •t:::'.: *t:
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 7.88 12.53 3.966
2 8.02 13.09 3.868
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.02 TC(MIN.) = 13.09
TOTAL AREA(ACRES) = 2.70
LONGEST FLOWPATH FROM'NODE 124.00 TO NODE 125.00 = 675.00 FEET.
t: t: t: t:*** t.• ist: t: t:* t:* t: t: t:** �• t:*** t* �-*** t: t:***** t:***::** t.• t: t:* t:* * *t:t; * * * *t :t: * *t: * *t: *t: * * * *t: t:*
FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 31
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 961.10 DOWNSTREAM(FEET) = 959.10
FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.78
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 8.02
PIPE TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 13.59
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 127.00 = 880.00 FEET.
1 t: isi• t: t; t: tr tr *'st: *'.::.•t:t: *'.e::i: *trt: it tr t: t:':'.:* i::: t•'.: L• i:**'. ri:'.: f: �. t:'.., t: t: t: * * *'. : *'. :t:.,'.:'..•'.:irt: *t: tr'.r ir'.r'.•d•'.: t: * * * *t:
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 « «<
t.• irt'.: isirf:** i:'.:':*':** t:* ir::* t:** `* t: t:* t.- i:'.:***::******* *i:•:t:t.• *':•:,:t :t: ** *trt * *t: *::.,..... ,: t: t. * * * *'.:*
Page 12
!A'
LINE20.TXT
FLOW PROCESS FROM NODE 128.00 TO NODE 129.00 IS CODE = 21
/ - -» »> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS < << << --------------- - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 245.00
UPSTREAM ELEVATION(FEET) = 974.00
DOWNSTREAM ELEVATION(FEET) = 968.20
ELEVATION DIFFERENCE(FEET) = 5.80
TC = 0.469 *[( 245.00 * *'3) /( 5.80)] * *.2 = 8.959
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.817
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7714
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.86
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.86
\ i :'.ri: *kir i:tt•* *ir *ir'.:i:'.r'.r it ir�ir '.r���'.:'.r'.:i.•i:�i:iri:�' :Air is �.;".. ��i; �'•r':�'s'.:ir *'.ci:'.:i:•si:i: tr •k is 'k'�ir sir t: tr'.: ;: •: •: it
FLOW PROCESS FROM NODE . 130.00 TO NODE 129.00 IS CODE = 81
----------------------------------------------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.817
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7714
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.37
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.23
TC(MIN.) = 8.96
` *'. ::kir'.r•k'.:ir'.;iti:is * *i:*ir is w'.'.' i•'•'• i:'. rir*'. r** i:* ir*' r* trt:**** '.ri:i:i: *fii:'•'•'•..i: *i: *iri: is :Y i; +...... .. .. +. •.. +..: i;*
FLOW PROCESS FROM NODE 129.00 TO NODE 130,00 IS CODE = 31^
---------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU_SUBAREA « «<
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 962.10 DOWNSTREAM(FEET) = 961.10
S FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.89
ESTIMATED PIPE DIAMETER(INCH) = 18.00 ' NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.23
PIPE TRAVEL TIME(MIN.) = 0.81 TC(MIN.) = 9.77
LONGEST FLOWPATH FROM NODE 128.00 TO NODE 130.00 = 435.00 FEET.
'.:'.:*:.•i r* i.• isi:'.: i.•* t.* tr': i:'..• �Ai ;t:��'.•i:�t:'.:k ^t ;t;4:4t :t: tr fry'. rt: ��'.: i:i :'.::.•i:�4�•i:t;i:t:i;t:tt: tr t: it it is it ir�t: tr t: sY is is is
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 9.77
RAINFALL INTENSITY(INCH /HR) = 4.58
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.23
.;..*i;f; tr tr•*'.: *tr tr *t:'.:te'.• * *ir *i:'.:ir *i:'.r t: :: s`i: i. t:'.: *'.:': *:: * *�•is � �'.:'.:�3i.': •: �ir'.r':t:.'.:ir'.: Ri: f. it is i; ': ;k i; ':A is :: •: :..
- -FLOW PROCESS FROM NODE 131.00 TO NODE 130.00 IS CODE = 21.
----------------------------------------------------------------------
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
------- --------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * =•3) /(ELEVATION CHANGE)]` *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 485.00
UPSTREAM ELEVATION(FEET) = 975.90
DOWNSTREAM ELEVATION(FEET) = 970.10
ELEVATION DIFFERENCE(FEET) = 5.80
TC = 0.469 *[( 485.00 * *3) /( 5.80)] * *.2 = 13.496
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.799
SIN6LE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7444
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.83
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) 2.83
* * *iri:'.;i: *t;i :'.: * *'.: * * *f: ism•** ie***** isir* fe** ie« i:'.:'. rt :t:tk'.: *i: * *ie *i; * *i;trt:* *t: i; * * * * *�• *'.: * *ic * * *'.: **
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1
----------------------------
»>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
Page 13
LINE20.TXT
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.50
RAINFALL INTENSITY(INCH /HR) = 3.80
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.83
CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 2.23 9.77 4.581 0.60
2 2.83 13.50 3.799 1.00
r.**** �• t: �:; t:** t:*** �• �• �•,;*.,. i.• t;* tr* trirtr** trWARNING** istr �•* i.•* iri.-***.•*** �• •i;it::isi;•;is�., :isis�ai.•isr
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.
t:::i:i:i:i:i :iei:i;i:i:t:Q��ir i:�•�ir i:i:i:i:i:t:trt: it �t: ��t' s��t :'..-tri:':':' :.............. �tr��'.: is t :�A�i: �'.; ie i•i;�Ai:�Air
r
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE '`-
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.28 9.77 4.581
2 4.68 13.50 3.799
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.68 TC(MIN.) = 13.50
TOTAL AREA(ACRES) = 1.60
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 130.00 = 485.00 FEET.
�, '. ri:** t. ir' rt: ��• ���i: �:: �:: iA'. r' :t;i:�'s� ;�'.rt:t:t�t:fr':�'c�ir i:k'.;i:��k'..- tr��t:��i.•t: t: �i: �i: ::��i: �';tfi is i:.t �i: ::
FLOW PROCESS FROM NODE 130.00 TO NODE 132.00 IS CODE = 31
------------------------------- - --------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
- - »»> USING COMPUTER_ ESTIMATED - PIPESIZE -(NON _PRESSURE - FLOW) < < < < <
- -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 961.10 DOWNSTREAM(FEET) = 959.60
FLOW LENGTH(FEET) = 265.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.86
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.68
PIPE TRAVEL TIME(MIN.) = 0.91 TC(MIN.) = 14.40
^LONGEST FLOWPATH FROM NODE 131.00 TO NODE 132.00 = 750.00 FEET.
� .•.'ei:f:i,•tx`t;t ;.•t:t:irt;t: tr ir�ir: tit:': isi :.k,:•;i:'.•ir�t:���t.- '.r�-�ak i,-�i:::i:':i:i;'.r ate i:': *t::;i; t: '.r is t. '.: i:�i: pie'.: '.:f k ^��
FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 1
----------------------------------------------------------------------------
-- » »>DESIGNATE- INDEPENDENT - STREAM FOR CONFLUENCE ««<
____________ _______________________________
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.40
RAINFALL INTENSITY(INCH /HR) = 3.66
TOTAL STREAM AREA(ACRES) = 1.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.68
i;i:ir'.ri:':i:*it tr ic* w****': *i:'.;i:t::: * *i: * *i:�i :�:'.:'.: i<ie�fiir i; '.r'.: k �i.•: ���'.:�� ^�i:�i.' �. ".'. �.'. •. •. it tr t:��'.r i.•:Y
FLOW PROCESS FROM NODE 133.00 TO NODE 132.00 IS CODE = ^21
-------------------------------------------------------------------------
» >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * =•3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00
UPSTREAM ELEVATION(FEET) = 976.40
DOWNSTREAM ELEVATION(FEET) = 973.90
r ELEVATION DIFFERENCE(FEET) = 2.50
TC = 0.469 *[( 300.00 * *3) /( 2.50)] * *.2 = 11.971
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.072
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7527
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.76
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.76
'.rt :t:t: sk tr it t : *t ;t : *•:i.t: is ir::* tr* isi:'. rir'.r iri :i:i:'. :i: *',•':.i.•i: * * *'.r *t: fr it it i:ir *, :i : * *i:sY*'.rt; it is '.rh *i: '.; i• * *i: * *ir i : * **
Page 14
LINE20.TXT
FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 1
------------ --- ----------- ------- ---- ----------------
---------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
-- »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.97
RAINFALL INTENSITY(INCH /HR) = 4.07
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.76
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 4.68 14.40 3.658 1.60
2 2.76 11.97 4.072 0.90
��� ** t: i:**::*::*** t: ist ;�tr.x•��•�t:x�trtt:i:�::i:i: WARNING * *trot:ist:isis��•�ai::::: istr ;r�-t•t:.t;:;trtr�-�-t:i:t:��
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.
� i.• tr: rtrtrt: t:: rtrtrtrtri:'< iri: �•+ �• �i: i; t: is�trt: ����rir��t: �• i; aai< i.• �• t: r�: r�• i.- �- t: t: t< �ir�i :'r���;;,.a�tr�trt:tr�t:t:�
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 6.65 11.97 4.072
2 7.16 14.40 3.658
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.16 TC(MIN.) = 14.40
TOTAL AREA(ACRES) = 2.50
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 132.00 = 750.00 FEET.
it tr iir'.: isisisir'.: ir'.:* t: iri: isir*': ir'. r**'.: t: iet:** i : *isi: *�• *i::: *t:t:'..-k'.rs� ::mot :�i:'.:i:��'.rtr'.r�':i:i: ': ;t •: ?:'.:'.:,:'.: is ir'.: ::'<
FLOW PROCESS FROM NODE 132.00 TO NODE 137.00 IS CODE = 31
----------------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
-- » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) 959.60 DOWNSTREAM(FEET) 959.10
FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.64
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 7.16
PIPE TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 14.60
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 137.00 = 815.00 FEET.
/� ir*�•i:t:i:f: *i: ie it t:* t:*** isi:***** t:'•..«.. i:*'.: �.*':'.:i:ir *t: * ** *': *i: **ie'.e .. �..;��... ... **. ;.. t: ,...��. ,r
- -FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1
----------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
^` TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.60
RAINFALL INTENSITY(INCH /HR) = 3.63
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.16
'. t:'. rir* isi:* isisi :t.•::::'.ri:ki:aY'.:'.:t:��ir4 t: tr t: trt: trt ;t:t:iri:�i :t:��t:t:;k�-�-i;'.: ir�ti:'.:'�t:':t:t:::t.i:i :�. is
FLOW PROCESS FROM NODE 134.00 TO NODE 127.00 IS CODE = 21
- ----------------------------------------------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
----------------------------------- -- ----------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1-ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00
UPSTREAM ELEVATION(FEET) = 976.40
DOWNSTREAM ELEVATION(FEET) = 974.60
ELEVATION DIFFERENCE(FEET) = 1.80
TC = 0.469 *[( 290.00 * *3) /( 1.80)] * *.2 = 12.527
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.967
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7496
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)•= 1.78
Page 15
LINE20.TXT
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.78
1f •.'r'.e:4'.:t:4':ie'.•': tr irn ir'.:'si:+4'. :t:�::::�' :'.:t:i: i fc ir.•ie:r str'.:t:'.: is te' et :• :�•t :'.:�'.:t:fi��' :t�•e,:�,: ;F t: ire': :k t: ': ::�': is 'r tr t:
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1
- - - -- ----------------------------------------------------------------------
u
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
- -» »> AND - COMPUTE - VARIOUS
- ------ ENCED- STREAM - VALUES«« <------------- - - - - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.53
RAINFALL INTENSITY(INCH /HR) = 3.97
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.78
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 7.16 14.60 3.630 2.50
2 1.78 12.53 3.967 0.60
nn�• t: nnt: nt :�:::�•nt:nnnanann *� *�• *naaaan •. �• �. t: t; �•** �•** t :�t:�• * * * * * *� *::��:t: * *t:�•t: **
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.
n�•** nn* at: �• anaa *annn�•ant:at:aaa�•n *tt :::t: ** ant::: �•* t:**** t:* a*• a* � • * *�• *t:�• *:.• * * *t.•�•t:t;t: * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE na
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 7.92 12.53 3.967
2 8.79 14.60 3.630
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.79 TC(MIN.) = 14.60
TOTAL AREA(ACRES) = 3.10
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 127.00 = 815.00 FEET.
+t:an�•annnaannnannnnnnt: Haar: annaan:: anaa�• nnnnat: �• n�• annaaaannaana ::�•n�•annnnnnnnnnn
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 11
----------------------------------------- 7 --------------------------------
�, » »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
='* MAIN STREAM CONFLUENCE DATA nn
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 8.79 14.60 3.630 3.10
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 127.00 = 815.00 FEET.
' °* MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY' AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 8.02 13.59 3.784 2.70
annaaLONGEST n*nnn FLOWPATH FROM NODE 124.00 TO NODE 127.00 = 880.00 FEET.
naaananaaaannnaaanaannt: WARNING** aanananaannnnnaana�- annannnaaaann
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.
-' nat:nnt- �.�:nnt:at: neat: nanny- nt: annaannnnnnnt: nnnnnnnan�• �-•. �. *nannnn.:.,..nnnannnnnnnt:t;.,.
PEAK FLOW RATE TABLE
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 16.20 13.59 3.784
2 16.48 14.60 3.630
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.48 TC(MIN.) = 14.60
TOTAL AREA(ACRES) = 5.80
+ �- �- �.•. �. nnnnant: nnnnnnnnannnnna* nnaannnt: annat: nnn:: nnaaaa�• n'• '- �.�- �- _annnannnannn••..••' -..
FLOW PROCESS FROM NODE 127.00 TO NODE 121.00 IS CODE = 31 ^
----------------------------------------------------------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 959.10 DOWNSTREAM(FEET) = 958.20
Page 16
1
LINE20.TXT
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.07
�. ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 16.48
PIPE TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 14.76
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 121.00 = 960.00 FEET.
"FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 11
----------------------------------------------------------------------------
- » »> CONFLUENCE - MEMORY- BANK - # -1- WITH - THE - MAIN _STREAM - MEMORY« «<---- - - - - --
* MAIN STREAM CONFLUENCE DATA
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 16.48 14.76 3.607 5.80
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 121.00 = 960.00 FEET.
MEMORY BANK # 1 CONFLUENCE DATA *=
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 34.14 17.38 3.281 12.20
LONGEST FLOWPATH FROM NODE 103.00 TO NODE 121.00 = 2140.00 FEET.
�• tr��:: Ai:* i; ist :�i,•trtrt:iri:��t:�t:tri:tri: ism: ��•' WARNING�' t:-*-• t: ti.• �- ir;,- �:: isi .•�::����i:��::��i:::i:t:�i:tr
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.
it tr t•i:i:iri: it tr it it ti: ire'.: i :t:t.kt'.rr•��i;�i:ir��-i:�i:': ir�iAi: i'. r��ir�:i:i :t;�i :�'.:�����•�':�fi � -fi ir�i. is k'.:t �'..
*� PEAK FLOW RATE TABLE =
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 45.48 14.76 3.607
2 49.13 17.38 3.281
r
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 49.13 TC(MIN.) = 17.38
TOTAL AREA(ACRES) = 18.00
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) 18.00 TC(MIN.) = 17.38
PEAK FLOW RATE(CFS) = 49.13
----------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
a
Page 17
I
1,
r
1
LINE25.TXT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin Software (aes)
(Rational Tabling version 6.OD�
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
one 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
Madison Club 100 -yr
Phase 2, Line 25
1/27/06
FILE NAME: LINE25.DAT
/DATE OF STUDY: 14:57 01/27/2006
- -TIME
-----------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
- -- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - --
--- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - --
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167
- - - - - --
- - - - - --
0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative FIOw -Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(velocity) constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
-- FLOW - PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 7
---------------------------------------------------------------------
» »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<
1 USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 26.20 RAIN INTENSITY(INCH /HOUR) = 2.59
TOTAL AREA(ACRES) 18.70 TOTAL RUNOFF(CFS) = 31.00
********************************************* * * * * * * * * ** ** * * * * * * * * * * * * * * * ** **
FLOW PROCESS -FROM NODE 136.00 TO NODE 137.00 IS CODE = 31
-- -
-------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 960.00 DOWNSTREAM(FEET) = 959.65
FLOW LENGTH(FEET) = 170.00 MANNING's N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.15
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 31.00
PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 26.75
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 137.00 = 170.00 FEET.
********************************************* * * * * * * * * * * * * * * * ** * * * * * * * * * * * * **
Page 1
Ll
LINE25.TXT
-- FLOW - PROCESS - FROM - NODE - - -- 137_00 -TO- NODE - - -- 137_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.) = 26.75
RAINFALL INTENSITY(INCH /HR) = 2.56
TOTAL STREAM AREA(ACRES) = 18.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.00
FLOW PROCESS FROM NODE 138.00 TO NODE 139.00 IS CODE = 7
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<
----------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 11.70 RAIN INTENSITY(INCH /HOUR) = 4.13
TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 6.20
o-*s ttr, t��r. aa��* ���a, tn��* �, t�atr, t��a* a,t� *�•.��t���t: *�,t�rt��t,t��t ��a���,ra,r�tr *�e�tr� t,r,r
- -FLOW- PROCESS FROM NODE 139.00 TO NODE 137.00 IS CODE = 31
---------------------------------------------------------------------
_. »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 966.20 DOWNSTREAM(FEET) = 959.70
FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES-
PIPE-FLOW VELOCITY(FEET /SEC.) = 14.14
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 6.20
PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 11.78
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 137.00 = 65.00 FEET.
FLOW PROCESS FROM NODE 137.00 TO NODE 137.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.78
RAINFALL INTENSITY(INCH /HR) = 4.11
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.20
** CONFLUENCE DATA
**
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
31.00
26.75
2.555
18.70
2
6.20
11.78
4.111
1.70
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.
******************************************* * * * * ** *** * ** * * * * ** * * * * * * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 19.85 11.78 4.111
2 34.85 26.75 2.555
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 34.85 TC(MIN.) = 26.75
TOTAL AREA(ACRES) = 20.40
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 137.00 = 170.00 FEET.
FLOW PROCESS FROM NODE 137.00 TO NODE 140.00 IS CODE = 31
- ----- -----------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 959.70 DOWNSTREAM(FEET) = 956.80
Page 2
a
1
LINE25.TXT
FLOW LENGTH(FEET) = 1425.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.35
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 34.85
PIPE TRAVEL TIME(MIN.) = 4.44 TC(MIN.) = 31.19
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1595.00 FEET.
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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.) = 31.19
RAINFALL INTENSITY(INCH /HR) = 2.34
TOTAL STREAM AREA(ACRES) = 20.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.85
FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 7
--------------------------------------------------- 7-7 --------------------
» »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.00 RAIN INTENSITY(INCH /HOUR) = 3.57
TOTAL AREA(ACRES) = 1.30 TOTAL'RUNOFF(CFS) = 4.20
FLOW PROCESS FROM NODE 142.00 TO NODE 140.00 IS CODE = 31
------------ ---------- ------- ----- ----- -------------
----------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 965.20 DOWNSTREAM(FEET) = 956.80
FLOW LENGTH(FEET) = 73.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 13.29
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.20
PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 15.09
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 138.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * **
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.09
RAINFALL INTENSITY(INCH /HR) = 3.56
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.20
** CONFLUENCE DATA
**
TABLE **
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
34.85
31.19
2.338
20.40
2
4.20
15.09
3.561
1.30
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE
TABLE **
STREAM
RUNOFF
TC
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
21.07
15.09
3.561
2
37.61
31.19
2.338
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 37.61 TC(MIN.) = 31.19
TOTAL AREA(ACRES) = 21.70
Page 3
[i
LINE25.TXT
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1595.00 FEET.
r.�to��at, t���e�a�trn�z��tr*, rtrsr�, r* �aea��* sr�trt ,r�,r�at�rr�,r+r�aa� *r:���
FLOW PROCESS FROM NODE 140.00 TO NODE 143.00 IS CODE = 31
----------------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 956.80 DOWNSTREAM(FEET) = 956.40
FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.23
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 37.61
PIPE TRAVEL TIME(MIN.) = 0.67 TC(MIN.) = 31.85
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 143.00 = 1805.00 FEET.
aaaaaaaaaaaaaaaaaaaaaaaattaaataaaaaaaaaaaaaaaaaaaaaaaaaaaataaaaaaaaaaaaaaaaa
FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 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.) = 31.85
RAINFALL INTENSITY(INCH /HR) = 2.31
TOTAL STREAM AREA(ACRES) = 21.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.61
taaaaaaaaaaaaaaaaaataaaaaaaaaaaaataaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
FLOW PROCESS FROM NODE 144.00 TO NODE 145.00 IS CODE = 7
----------- ---------- ---------- ------------ ---- ---------
--------------------
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE ««<
----------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 9.80 RAIN INTENSITY(INCH /HOUR) = 4.57
TOTAL AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = 21.00
aaaaaaaaaaaaaaaaaaaaaaaaaaataataaattaaaaaaaaaaaaaaaaaaaaaataaaaaaaaaataaaaaa
FLOW PROCESS FROM NODE 145.00 TO NODE 143.00 IS CODE = 31
----------------------------------------------------------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»»> USING COMPUTER - ESTIMATED - PIPESIZE -( NON - PRESSURE - FLOW) < < < <<
- - - -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 960.00 DOWNSTREAM(FEET) = 956.40
FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.)' = 12.31
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 21.00
PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 9.96
.� LONGEST FLOWPATH FROM NODE 0.00 TO NODE 143.00 = 258.00 FEET.
attaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaataaaaataaataaaaaaaaaaaaaaaaaaaaa
FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.96
RAINFALL INTENSITY(INCH /HR) = 4.53
' TOTAL STREAM AREA(ACRES) = 5.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.00
as CONFLUENCE DATA as
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 37.61 31.85 2.309 21.70
2 21.00 9.96 4.530 5.60
aaaaaaaaatataaaaaaaataaaaaaaaaaatWARNINGattataaaaaatataaaaaaaaaaaaaaaaaaaa
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.
aataaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
as PEAK FLOW RATE TABLE as
Page 4
i
LINE25.TXT
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 32.76 9.96 4.530
2 48.32 31.85 2.309
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 48.32 TC(MIN.) = 31.85
TOTAL AREA(ACRES) = 27.30
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 143.00 = 1805.00 FEET.
********************************************* ** * * * * * * * * ** * * * * * * * * * ** * * ** ** **
FLOW PROCESS FROM NODE 143.00 TO NODE 146.00 IS CODE = 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 956.40 DOWNSTREAM(FEET) = 956.10
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.58
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 48.32
PIPE TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 32.27
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 146.00 = 1945.00 FEET.
********************************************* ** * ** * * * * * * * * * * * * * * * * ** * * * * * * **
FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 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.) = 32.27
RAINFALL INTENSITY(INCH /HR) = 2.29
TOTAL STREAM AREA(ACRES) = 27.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.32
*****************, r*************************** * ** * * ** * * * * * * * * * * * * * * **t * * * * * **
FLOW PROCESS FROM NODE 147.00 TO NODE 148.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 265.00
UPSTREAM ELEVATION(FEET) = 976.50
DOWNSTREAM ELEVATION(FEET) = 971.20
ELEVATION DIFFERENCE(FEET) = 5.30
TC = 0.469 *[( 265.00 * *3) /( 5.30)]* *.2 = 9.562
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.639
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7674
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.14
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.14
********************************************* ** * * ** * * * ** * ****** ** * * *** *** * **
-- FLOW - PROCESS -FROM NODE 148.00 TO NODE 149.00 IS CODE = .62
------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» »>( STREET TABLE SECTION # 2 USED) « «<
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 971.20 DOWNSTREAM ELEVATION(FEET) = 967.70
STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.30
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.19
HALFSTREET FLOOD WIDTH(FEET) = 13.45
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.63
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.50
STREET FLOW TRAVEL TIME(MIN.) = 1.84 TC(MIN.) = 11.40
Page 5
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100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.189
SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7920
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.31
TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 6.45
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.42
FLOW VELOCITY(FEET /SEC.) = 2.93 DEPTH *VELOCITY(FT *FT /SEC.) = 0.67
LONGEST FLOWPATH FROM NODE 147.00 TO NODE 149.00 = 555.00 FEET.
FLOW PROCESS FROM NODE 149.00 TO NODE 146.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
»»>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 967.70 DOWNSTREAM ELEVATION(FEET) = 965.50
STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.70
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 17.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.20
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.83
STREET FLOW TRAVEL TIME(MIN.) = 0.94 TC(MIN.) = 12.34
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.002
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7506
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.51
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 10.96
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 18.48
FLOW VELOCITY(FEET /SEC.) = 3.38 DEPTH *VELOCITY(FT *FT /SEC.) = 0.98
LONGEST FLOWPATH FROM NODE 147.00 TO NODE 146.00 = 735.00 FEET.
FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.34
RAINFALL INTENSITY(INCH /HR) = 4.00
TOTAL STREAM AREA(ACRES) = 3.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.96
** CONFLUENCE DATA **
STREAM RUNOFF TC
INTENSITY AREA
NUMBER (CFS) (MIN.)
(INCH /HOUR) (ACRE)
1 48.32 32.27
2.292 27.30
2 10.96 12.34
4.002 3.40
** * * * * * * * * * * * * * * * * * * ** * ** * * * * * * ** 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.
******************************************* * * * *** * * * * * ** * * * * * * * * * * * * * * * * **
RAINFALL INTENSITY AND TIME
OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC
INTENSITY
NUMBER (CFS) (MIN.)
(INCH /HOUR)
1 29.42 12.34
4.002
2 54.59 32.27
2.292
Page 6
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COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 54.59 TC(MIN.) = 32.27
TOTAL AREA(ACRES) = 30.70
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 146.00 = 1945.00 FEET.
�I FLOW PROCESS FROM NODE 146.00 TO NODE 150.00 IS CODE = 31
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) 956.12 DOWNSTREAM(FEET) 956.06
FLOW LENGTH(FEET) = 23.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.17
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 54.59
PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 32.33
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1968.00 FEET.
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 10
---------------- ------- ------- ----- ------- ----- ----- -----
-----------------
»»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
FLOW'PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE 21
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 130.00
UPSTREAM ELEVATION(FEET) = 984.00
DOWNSTREAM ELEVATION(FEET) = 970.65
ELEVATION DIFFERENCE(FEET) = 13.35
TC = 0.469 *[( 130.00 * *3) /( 13.35)] * *.2 = 5.185
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.614
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .8016
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.59
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.59
FLOW PROCESS FROM NODE 153.00 TO NODE 152.00 IS CODE = 81
------------------------
»>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.614
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .8016
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.53
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.12
TC(MIN.) = 5.18
- -FLOW PROCESS FROM NODE 152.00 TO NODE 154.00 IS CODE = 31
------------------------------------7 ---------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
- -»»> USING - COMPUTER_ ESTIMATED - PIPESIZE -( NON _PRESSURE - FLOW) < << < < -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 964.10 DOWNSTREAM(FEET) = 963.70
FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.19
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.12
PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 5.27
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 154.00 = 158.00 FEET.
. ************ r********************************* * ** * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NO 154.00 TO NODE 154.00 IS CODE = 1
----------------------------------------------------------------------------
- -»»> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE < << < < ------------------
o TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.27
RAINFALL INTENSITY(INCH /HR) = 6.55
Page 7
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TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12
FLOW PROCESS FROM NODE 155.00 TO NODE 154.00 IS CODE = 21
' --»»>RATZONAL- METHOD - INITIAL - SUBAREA - ANALYSIS ««<------------------ - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
1 TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 355.00
UPSTREAM ELEVATION(FEET) = 974.80
DOWNSTREAM ELEVATION(FEET) = 970.50
ELEVATION DIFFERENCE(FEET) = 4.30
TC = 0.469 *[( 355.00 * *3) /( 4.30)] * *.2 = 11.882
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.090
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7532
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.77
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.77
**, r****************************************** *** *** ** * * ***** * * * * * * * * * ** * * * **
FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
------- ____ - -------------------
___________________________
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.88
RAINFALL INTENSITY(INCH /HR) = 4.09
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.77
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 2.12 5.27 6.549 0.40
2 2.77 11.88 4.090 0.90
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.
******************************************* ** ********** ********* **********
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 3.35 5.27 6.549
2 4.10 11.88 4.090
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: -
PEAK,FLOW RATE(CFS) = 4.10 Tc(MIN.) = 11.88
TOTAL AREA(ACRES) = 1.30
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 154.00 = 355.00 FEET.
********************************************* ********** ******** * ********* * **
FLOW PROCESS FROM NODE 154.00 TO NODE 156.00 IS CODE = 62
-----------------------------------------------
» >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
»» >( STREET TABLE SECTION # 2 USED)« «<
UPSTREAM ELEVATION(FEET) = 970.50 DOWNSTREAM ELEVATION(FEET) = 968.20
STREET LENGTH(FEET) = 375.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.79
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
Page 8
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STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 17.61
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.32
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.63
STREET FLOW TRAVEL TIME(MIN.) = 2.69 TC(MIN.) = 14.58
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.633
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7389
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.37
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 9.47
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.45 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 156.00 = 730.00 FEET.
FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.58
RAINFALL INTENSITY(INCH /HR) = 3.63
TOTAL STREAM AREA(ACRES) = 3.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.47
FLOW PROCESS FROM NODE 157.00 TO NODE 158.00 IS CODE = 21
----------------------------------------------------------------------------
-- »»-RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS «« <------------------ - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00
UPSTREAM ELEVATION(FEET) = 980.00
DOWNSTREAM ELEVATION(FEET) = 968.40
ELEVATION DIFFERENCE(FEET) = 11.60
TC = 0.469 *[( 340.00 * *3) /( • 11.60)] * *.2 = 9.494
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.658
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7678
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.79
TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.79
- -FLOW PROCESS FROM NODE 159.00 TO NODE 158.00 IS CODE = 81
----------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.658
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7678
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.36
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.15
TC(MIN.) = 9.49
FLOW PROCESS FROM NODE 158.00 TO NODE 156.00 IS CODE = 31
----------------------------------------------------------------------------
- -»»> COMPUTE- PIPEEFLOW - TRAVEL - TIME- THRU- SUBAREA«URE FLOW----------- - - - - --
»» -USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 962.00 DOWNSTREAM(FEET) = 961.40
FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.18
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER,OF PIPES = 1
PIPE- FLOW(CFS) = 2.15
PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 9.56
LONGEST FLOWPATH FROM NODE 157.00 TO NODE 156.00 = 366.00 FEET.
********************************************* * * * * * * * * * * * * * * ** * * * * * * * * * * * * ***
FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
TOTAL NUMBER OF STREAMS = 2
Page 9
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CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.56
RAINFALL INTENSITY(INCH /HR) = 4.64
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.15
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 9.47 14.58 3.633 3.30
2 2.15 9.56 4.638 0.60
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.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 8.36 9.56 4.638
2 11.15 14.58 3.633 -
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.15 TC(MIN.) 14.58
TOTAL AREA(ACRES) = 3.90
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 156.00 = 730.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 156.00 TO NODE 160.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» »>( STREET_ TABLE _ SECTION _# -_2_ USED)««<-- ------------ -- --- ------- -- - ---
UPSTREAM ELEVATION(FEET) = 968.20 DOWNSTREAM ELEVATION(FEET) = 965.80
STREET LENGTH(FEET) = 375.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.56
** *STREET FLOW SPLITS OVER STREET - CROWN * **
FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00
FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.51
SPLIT DEPTH(FEET) = 0.23 SPLIT FLOOD WIDTH(FEET) = 15.69
SPLIT FLOW(CFS) = 4.95 SPLIT VELOCITY(FEET /SEC.) = 2.16
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.51
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC..) = 0.75
STREET FLOW TRAVEL TIME(MIN.) = 2.49 TC(MIN.) = 17.07
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.315
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7271
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.82
TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 15.97
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.51 DEPTH *VELOCITY(FT *FT /SEC.) = 0.75
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 160.00 = 1105.00 FEET.
FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
_____________________________________________ _______________________________
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.07
Page 10
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RAINFALL INTENSITY(INCH /HR) = 3.32
TOTAL STREAM AREA(ACRES) = 5.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.97
FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 21
-- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
---------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
' DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00
UPSTREAM ELEVATION(FEET) = 975.15
DOWNSTREAM ELEVATION(FEET) = 966.00
ELEVATION DIFFERENCE(FEET) = 9.15
TC = 0.469 *[( 310.00 * *3) /( 9.15)] * *.2 = 9.419
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.680
SINGL=- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7683
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.16
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.16
FLOW PROCESS FROM NODE 262.00 TO NODE 162.00 IS CODE = 31
----------------------------------------------------------------------------
' - -»»> COMPUTE- PIPEEFLOW - TRAVEL - TIME - THRU(SUBAREA«URE FLO------------------
»» >USZNG COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 962.74 DOWNSTREAM(FEET) = 961.48
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.81
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.16
PIPE TRAVEL TIME(MIN.) = 0.45 TC(MIN.) = 9.87
LONGEST FLOWPATH FROM NODE 161.00 TO NODE 162.00 = 440.00 FEET.
FLOW PROCESS FROM NODE 163.00 TO NODE 162.00 IS CODE = 81
-- » » >ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW <<< < < --------------- - - - --
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.555
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7654
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.39
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.55
TC(MIN.) = 9.87
FLOW PROCESS FROM NODE 162.00 TO NODE 160.00 IS CODE = 31
--------------------------------------------------
»>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA UPSTREAM(FEET) = 961.50 DOWNSTREAM(FEET) = 959.50
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.40 -
ESTIMATED.PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 3.55
PIPE TRAVEL TIME(MIN.) 0.07 TC(MIN.) 9.94
LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 480.00 FEET.
FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.94
RAINFALL INTENSITY(INCH /HR) = 4.54
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.55
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
Page 11
i
LINE25.TXT
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 15.97 17.07 3.315 5.90
2 3.55 9.94 4.536 1.00
1 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.
' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 12.85 9.94 4.536
2 18.56 17.07 3.315
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 18.56 TC(MIN.) = 17.07
TOTAL AREA(ACRES) = 6.90
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 160.00 = 1105.00 FEET.
FLOW PROCESS FROM NODE 160.00 TO NODE 164.00 IS CODE = 62
---------------------------------------------------------------------
» »>COMPUTE STREET FLOW TRAVEL TIME THRU'SUBAREA « «<
» » >( STREET TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 965.90 DOWNSTREAM ELEVATION(FEET) = 964.90
' STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 19.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.050
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.48
** *STREET FLOWING FULL * **
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.33
HALFSTREET FLOOD WIDTH(FEET) = 19.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.45
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.80
STREET FLOW TRAVEL TIME(MIN.) = 1.36 TC(MIN.) = 18.43
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.171
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7212
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) 1.83
TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 20.39
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 19.00
FLOW VELOCITY(FEET /SEC.) = 2.49 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 164.00 = 1305.00 FEET.
FLOW PROCESS FROM NODE 165.00 TO NODE 164.00 IS CODE = 81
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.171
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7212
SOIL CLASSIFICATION IS "B "'
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.69
TOTAL AREA(ACRES) = 8.00 TOTAL RUNOFF(CFS) = 21.08
TC(MIN.) = 18.43
********************************************* * ** * * * ** * * * * * * * * * * * * * * * * * * *** **
FLOW PROCESS FROM NODE 164.00 TO NODE 150.00 IS CODE = 31
----------------------------------------------------------------------------
-_»»> USING OPIPEEFLOWT TRAVEL- TIMESIZE (NON-PRESSURE FLO_)<<<<<-----------
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 957.50 DOWNSTREAM(FEET) = 956.06
FLOW LENGTH(FEET) = 60.00 MANNING'.S N = 0.012
Page 12
n
LINE25.TXT
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 12.01
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 21.08
PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 18.51
' LONGEST FLOWPATH FROM NODE 155.00 TO NODE 150.00 = 1365.00 FEET.
"FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 11
----------------------------------------------------------------------------
- - » »> CONFLUENCE- MEMORY- BANK - # -1- WITH - THE- MAIN_STREAM- MEMORY « « <---- - - - - --
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 21.08 18.51 3.163 8.00
LONGEST FLOWPATH FROM NODE 155.00 TO NODE 150.00 = 1365.00 FEET.
MEMORY BANK # 1 CONFLUENCE DATA *'
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 54.59 32.33 2.289 30.70
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1968.00 FEET.
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 INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 52.34 18.51 3.163
2 69.85 32.33 2.289
' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 69.85 TC(MIN.) = 32.33
TOTAL AREA(ACRES) = 38.70
END OF STUDY SUMMARY: -
TOTAL AREA(ACRES) 38.70 TC(MIN.) 32.33
PEAK FLOW RATE(CFS) 69.85
---------------------------------------------------------------- --------
END OF RATIONAL METHOD ANALYSIS
0
1
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IPage 13
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linela.OUT
0 FILE: linela.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -10 -2005 Time:12:42:38
Madison Club 100 yr
Line la
3/9/05
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0 FILE: linela.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2
Program Package serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -10 -2005 Time:12:42:38
Madison Club 100 yr
Line la
3/9/05
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0 FILE: linela.WSW
W S
P G W- CIVILDESIGN Version 14.06
PAGE 3
Program
Package Serial Number: 1735
WATER SURFACE PROFILE LISTING
Date: 8 -10
-2005
Time:12:42:38
Madison
Club 100 yr
Line
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2
0
Page 3
Iinela.OUT
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PIPE
4
0 FILE: linela.WSw
W S P
G W-
CIVILDESIGN
Version 14.06
PAGE
Program
Package Serial
Number: 1735
WATER SURFACE PROFILE LISTING
Date: 8 -10 -2005
Time:12:42:38
Madison
club
100 yr
Line
la
3/9/05
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Page 3
M
linelb.OUT
0 FILE: linelb.wsw
W S
P G W-
CIVILDESIGN Version
14.06
PAGE 1
Program
Package serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -11 -2005
Time:12:18:18
Madison C1ub.100 -yr
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.0100
0 FILE: linelb.wsw
W S
P G W-
CIVILDESIGN version
14.06
PAGE 2
Program
Package serial Number:
WATER
1735
SURFACE PROFILE
LISTING
Date: 8 -11 -2005
Time:12:18:18
Madison club
100 -yr
Phase 2, Line lb
ft it h {r it {r it ir'.r {r
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Page 2
linelc.OUT
0 FILE: linelc.WSW
W S
P G W-
CIVILDESIGN
version
14.06
PAGE 1
Program
Package serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -12 -2005
Time:
4:39:59
Madison Club
100 -yr
Phase 2, Line
lc
8/10/05
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PIPE
0 FILE:.linelc.WSW
W S
P G W-
CIVILDESIGN
version
14.06
PAGE 2
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -12 -2005
Time:
4:39:59
Madison club
100 -yr
Phase 2, Line
lc
8/10/05
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Page 2
lineld.OUT
0 FILE: lineld.WSw
W S P
G W-
CIVILDESIGN
Version
14.06
PAGE 1
Program
Package Serial
Number: 1735
%
.
WATER
SURFACE PROFILE LISTING
Date: 8- 11 -ZO05
Time:12:30: 4
Madison Club 100 -yr
Phase 2, Line ld
8/10/05
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.0369
0 FILE: lineld.Wsw
W S P
G W-
CIVILDESIGN
Version
14.06
PAGE 2
Program
Package serial Number:
1735
WATER
SURFACE PROFILE LISTING
Date: 8 -11 -2005
Time:12:30:
4
Madison club
100 -yr
Phase 2, Line ld
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8/10/05
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Page 1
1
Page 2
4m
Q
lineld.OUT
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Page 2
4m
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� 0=0 ow`'
linele.OUT
0 FILE: linele.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1
Program Package serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -11 -2005 Time:12:30:35
Madison Club 100 -yr
Phase 2, Line le
8/10/05
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Page 1
v
line2d.OUT
0 FILE: line2d.WSW
W S P
G W-
CIVILDESIGN
version 14.06
PAGE 1
Program
Package serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -18 -2005
Time:10:35:15
Madison Club 100 -yr
Phase 1, Line 2d
8/17/05
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0 FILE: line2d.WSW
W S P
G W-
CIVILDESIGN
version 14.06
PAGE 2
Program
Package serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -18 -2005
Time:10:35:15
Madison club
100 -yr
Phase 1, Line 2d
8/17/05
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0 FILE: line2d.Wsw
.0060
W S
P G W- .CIVILDESIGN version 14.06
PAGE
3
Program
Package serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -18 -2005
Time:10:35:15
Madison club
100 -yr
Phase 1, Line 2d
8/17/05
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0 FILE: line2d.wsw
W S
P G W-
CIVILDESIGN
Version 14.06
PAGE
4
Program
Package serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -18 -2005
Time:10:35:15
Madison
Club
100 -yr
Phase 1, Line
2d
8/17/05
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PIPE
0 FILE: line2d.WSW
W S
P G W-
CIVILDESIGN
Version 14.06
PAGE
5
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -18 -2005
Time:10:35:15
Madison Club
100 -yr
Phase 1, Line
2d
8/17/05
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Page 5
1ine2i.OUT
U FILE: line2i.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date:12 -20 -2005 Time: 5:41:18
Madison Club 100 -yr
Phase 2, Line 2i
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Page 1
line2j.OUT
D FILE: line2j.wsw
W S P
G W-
CIVILDESIGN Version 14.06
PAGE 1
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -18 -2005
Time:11:14:22
Madison Club
100 -yr
Phase 2, Line
2j
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W S P
G W-
CIVILDESIGN
version 14.06
PAGE 2
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -18 -2005
Time:11:14:22
Madison Club
100 -yr
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PAGE 1
Program
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WATER
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Time:
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Madison Club 100 -yr
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PIPE
0 FILE: linel2a.WSW
W S
P G W-
CIVILDESIGN
version 14.06
PAGE 2
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 1 -30 -2006
Time:
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Madison Club 100 -yr
Phase 2, Line
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PIPE
0 FILE: linel2a.wSW
W S P
G W -
CIVILDESIGN
version 14.06
PAGE
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Program
Package serial Number:
1735
WATER
SURFACE PROFILE LISTING
Date: 1 -30
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Time:
4:43:55
Madison Club
100 -yr
Phase 2, Line 12a
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0 FILE: linel2a.wSw
W S
P G W-
CIVILDESIGN Version
14.06
PAGE
4
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE
LISTING
Date: 1 -30 -2006
Time:
4:43:55
Madison
Club
100 -yr
Phase 2, Line 12a
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PIPE
0 FILE: linel2a.WSW
W S
P G W-
CIVILDESIGN
Version 14.06
PAGE 5
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 1 -30 -2006
Time:
4:43:55
Madison
Club
100 -yr
Phase
2, Line
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Page 4
Page 1
linel2b.OUT
0 FILE: linel2b.WSw
W S
P G W- CIVILDESIGN Version 14.06
PAGE 1
Program
Package Serial Number:
1735
WATER .SURFACE
PROFILE LISTING
Date: 8 -23
-2005
Time:
1:53:52
Madison
club 100 -yr
Phase 2, Line 12b
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PAGE 1
Program
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WATER
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Madison club
100 -yr
Phase 2, Linel2c
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0 FILE: linel2c.WSw
W S P
G W-
CIVILDESIGN Version 14.06
PAGE 2
Program
Package serial Number: 1735
WATER SURFACE PROFILE
LISTING
Date: 8 -23 -2005
Time:
1:56:20
Madison club
100 -yr
Phase 2, Linel2c
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W S
P G W-
CIVILDESIGN Version
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PAGE
3
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE
LISTING
Date: 8 -23
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Time:
1:56:20
Madison Club
100 -yr
Phase 2, Linel2c
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W S
P G W-
CIVILDESIGN Version
14.06
PAGE 4
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -23 -2005
Time:
1:56:20
Madison Club 100 -yr
Phase 2, Line12c
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WATER SURFACE PROFILE LISTING Date: 8 -23 -2005 Time: 1:58:32
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W S
P G W-
CIVILDESIGN
Version 14.06
PAGE
2
Program
Package serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 1 -30
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Time:
6:35:54
Madison club 100 -yr
Phase 2, Line 12e
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1-
PIPE
0 FILE: linel2e.wsw
W S
P G W-
CIVILDESIGN
Version
14.06
PAGE
Program
Package serial Number: 1735
WATER
SURFACE
PROFILE
LISTING
Date: 1 -30 -2006
Time:
6:35:54
Madison
Club
100 -yr
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-I-
.63
-I-
.31
-I-
.012
-I-
.00
.00
1-
PIPE
7560.873
I I
979.470
I
.395
979.865
I
.60
I
2.08
I
.07
I
979.93
.00
I
.32
I
.98
I I
1.000
I
.000
.00
I
1
.0
-I-
2.054
-I-
.0058
-I-
-I-
-I-
-I-
-I-
.0024
-I-
.00
-I-
40
-I-
.67
-I-
.31
-I-
.012
-I-
.00
.00
1-
PIPE
0 FILE: linel2e.wSW
W S
P G W-
CIVILDESIGN Version
14.06
PAGE
4
Program
Package serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 1 -30 -2006
Time:
6:35:54
Madison club
100 -yr
Phase 2, Line
12e
kkkkkkkkkkkkirkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkirkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk
kkkkkkkk
Invert
I
Depth I
water
I Q
vel
Vel
EnergyY 1
Supper
' CriticallFloW
ToplHeight /IBase Wtl
INO wth
Station
I Elev
(FT) I
Elev
I (CFS)
(FPS)
Head I
Grd.E1.I
Elev
Depth
I width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
-I-
L /Elem
-I-
Ich Slope I
-I-
I
-I-
-I-
I
-I-
I
-I-
SF Avel
-I-
HF ISE DpthlFroude
-I-
NINOrm
-I-
DP
-I- -I-
I "N" I X -Fall)
ZR
-I
IType
ch
kkkkkkkkklkkkkkkkkklkkkkkkkklkkkkkkkkklkkkkkkkkklkkkkkkklkkkkkkklkkkkkkkkklkkkkkkklkkkkkkkklkkkkkkkklkkkkkkklkkkkkkklkkkkk
Ikkkkkkk
7562.927
I I
979.482
I
.381
979.864
I
.60
I
2.18
I
.07
I
979.94
.00
I
.32
I
.97
I I
1.000
I
.000
.00
I
1
.0
-I-
1.866
-I-
.0058
-I-
-I-
-I-
-I-
-I-
.0027
-I-
.01
-I-
.38
-I-
.72
-I-
.31
-I-
.012
-I-
.00
.00
1-
PIPE
7564.792
I I
979.493
I
.368
979.861
I
.60
I
2.29
I
.08
I
979.94
.00
I
.32
I
.96
I I
1.000
I
.000
.00
I
1
.0
-I-
1.673
-I-
.0058
-I-
-I-
-I-
-I-
-I-
.0031
-I-
.01
-I-
.37
-I-
.77
-I-
.31
-I-
.012
-I-
.00
.00
1-
PIPE
7566.466
I I
979.503
I
.356
979.858
I
.60
I
2.40
I
.09
I
979.95
.00
I
.32
I
.96
I I
1.000
I
.000
.00
I
1
.0
-I-
1.463
-I-
.0058
-I-
-I-
-I-
-I-
-I-
.0035
-I-
.01
-I-
.36
-I-
.83
-I-
.31
-I-
.012
-I-
.00
.00
1-
PIPE
7567.929
I I
979.511
I
.343
979.855
I
.60
I
2.51
I
.10
I
979.95
.00
I
.32
I
.95
I I
1.000
I
.000
.00
I
1
.0
-I-
.489
-I-
.0058
-I-
-I-
-I-
-I-
-I-
.0040
-I-
.00
-I-
.34
-I-
.88
-I-
.31
-I-
.012
-I-
.00
.00
1-
PIPE
I
7568.418
I
979.514
I
.332
979.846
I
.60
I
2.64
I
.11
I
979.95
I
.00
.32
I
.94
I I
1.000
I
.000
.00
I
1
.0
HYDRAULIC
JUMP
I
7568.418
I
979.514
I
.306
979.820
I
.60
I
2.95
I
.13
I
979.96
I
.00
.32
I
.92
I I
1.000
I
.000
.00
I
1
.0
-I-
104.005
-I-
.0058
-I-
-I-
-I-
-I-
-I-
.0058
-I-
.61
-I-
.31
-I-
1.10
-I-
.31
-I-
.012
-I-
.00
.00
1-
PIPE
I
7672.424
I
980.121
I
.306
980.427
I
.60
I
2.95
I
.13
I
980.56
I
.00
I
.32
.92
I I
1.000
I
.000
.00
I
1
.0
Page
3
m m m i r m m == m = == m m m m
Page 4
.00
.00
linel2e.our
0001
.00
1 1 .0
.001
5.276
.0058
.0057 .03
.31
1.10
.31
.012
1
7677.700
1 1 1
980.152 .310 980.462
1 1 1
.60 2.89 .13 980.59
1
.00
1
.32
.93
1 1
1.000
1.400
.0058
.0052 .01
.31
1.08
.31
.012
I
7679.100
I I I
980.160 .322 980.482
I I I
.60 2.74 .12 980.60
I
.00
I
.32
.93
I I
1.000
0
Page 4
.00
.00
PIPE
0001
.00
1 1 .0
.001
.00
(PIPE
I
000
-I-
.00
I
1 .0
I-
linel2f.OUT
0 FILE: linel2f.WSw W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 1 -31 -2006 Time:ll: 7: 3
Madison club 100 -yr
Phase 2, Line 12f
I invert I Depth I water I Q I vel vel I Energyy. 1 SupPer ICriticallFloW TOplHeight /IBase Wtl INO wth
Station I Elev I (FT) 1 Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth _I width width IDia. -FTIor I.D.1 ZL IPrs /Pip
-I- -I- -I- -I- -I- -I- -I- -I- -I- II -I- -I- -I
L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude �a NlNorm n�aDp t� I "N" I X -Fa11I a *� ZR IType Ch
a,ta,tt� I oattrtr��
I I I I I I I I I
8002.420 I 979.040 I 3.630 I 982.670 I 1.40 1.78 .05 982.72 .00 .50 .00 1.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
68.528 .0399 .0015 .10 3.63 .00 .30 .013 .00 .00 PIPE
I I I I I I I I I I I I I
8070.948 981.776 1.000 982.776 1.40 1.78 .05 982.83 .00 .50 .00 1.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
2.256 .0399 .0014 .00 1.00 .00 .30 .013 .00 .00 PIPE
I I I I I I I I I I I I I
8073.204 981.866 .907 982.773 1.40 1.87 .05 982.83 .00 .50 .58 1.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
1.256 .0399 .0014 .00 .91 .29 .30 .013 .00 .00 PIPE
I I I I I I I I I I I I I
8074.460 981.916 .853 982.769 1.40 1.96 .06 982.83 .00 .50 .71 1.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
.351 .0399 .0015 .00 .85 .34 .30 .013 .00 .00 PIPE
I I I I I I I I I
8074.811 I 981.930 I .838 982.768 1.40 I 1.99 .06 982.83 .00 I .50 .74 1.000 .000 .00 1 .0
0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
Page 1
L /NC /V
Solve For Depth of Flow
i
Flowrate
cis
4.500p
Pipe Shape: Circular
Slope
It/ft
10.0400
Seiecx
i
'Marming'sn
1O.M30
S i
Set
i
Depth of Flow
ft
10.5766
d Diameter
Ft
1 .0000
Select
:
r...77-
Velocity
fps
9.5958
i
Output
E Area
ft2
0.7854
_
Critical
Perimeter
ft
3.1416
Wetted Area
ft2
0.4690
Ratrng
Wetted Perimeter
ft
1.7245
OK
Hydraulic Radus
ft
0.2719
Cancel
f
Percent FUI
57.6556
i
.........
_He�P
2 DUO GPM CV 0D WC—L-- StTC OLc>IA. _OPP
CAPAC4 T`f C-ALC(,' LA4i i -D ^/ X02 /Z ZCP �iPE
'4MUw1C- C V wD WILL NOT 3LOw_ DPI /)Vr2 /N
A !oo -Yz S7- C2j4j cu!C--,-4T.
Manning Pipe calcu I
Given Input Data:
shape.......................
solving for .....................
Diameter........................
Flowrate........................
slope
Manning 's n .....................
computed Results:
Depth...........................
Area..........................
wetted Area ....................
wetted Perimeter ................
Perimeter ...
velocity .. ..................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
tmp #92.txt
ito r
Circular
Depth of Flow
1.0000 ft
4.5000 cfs
0.0400 ft /ft
0.0130
0.5766 ft
0.7854 ft2
0.4690 ft2
1.7245 ft
3.1416 ft
9.5958 fps
0.2719 ft
57.6556 %
7.1256 cfs
9.0726 fps
Page 1
= = � M
linel2g.OUT
0 FILE: linel2g.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -23 -2005 Time: 2:48:25
Madison Club 100 -yr
Phase 2, Line 12g
Y:kir Yr Y: Yr f: irkkkYr i�kkt kkkkkY: kYrk ir'.<kkirk'.rkkkkkkkfrk Yrk ki�irkkkkkkkfr frkkkkkkirk kirkkkkkkkkkkki<kkkkkirk Y�kkkkkkkkirkkkkfrk kkitk kki <k kiskkYr {rkkkkkkkir kkkirkkkir
I Invert I Depth I water I Q I Vel Vel Energy 1 super IcriticallFlOw TOplHeight /IBase wt1 INO wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EY.I Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip
L /Elem ICh Slope f; I it ir'{rkir it irk l I I SF Avel HF ISE DpthlFroude NINorm kkirkkk Dp I °N" I X -Fa111 ZR IType ch
Yrk irk irk kkir I kirk kitk'.r it I 1 irk Yr mirk irkk 1 kkkkki�k irk I kkfr i�kkk I kkkkkkk 1 kkirk it Yr Yrk i� I i�kkkkkk 1 kkkkkkkk 1 frk 1 itk kirk it i� I itk frkkkit I kkkirk I kkkkYr Yrk
I I I I I I I I
9002.410 975.170 I 1.530 I 976.700 I 2.50 I 3.18 .16 976.86 .00 .68 .00 1.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
250.780 .0050 .0049 1.23 1.53 .00 .81 .013 .00 I I .00 PIPE
I I I I I I I I I I I
9253.190 976.430 1.505 977.935 2.50 3.18 .16 978.09 .00 .68 .00 1.000 .000 .00 1 .0
a
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
Page 1
linel2h.OUT
0 FILE: linel2h.wSw W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date:12 -21 -2005 Time: 8:58:33
Madison Club 100 -yr
Phase 2, Line 12h
is it it it it it it it it it it it it it it it it it it it h it fr it it it it it h it it it it it it it fi it it it it it it it it it it it it it it i tr it h it it it tr it i<ir it it it �t it it it it tr it it it i; it it it it i i<ir it it it it it it it h h it it it it it it it it it it h tr fr it it tr it it it it it t it it it h it it it rt it i<ir fr it it it it it
Invert '1 Depth 1 water I Q I Vel vel I Energy 1 Su er ICriticallFloW TOplHeight /IBase wtl INO wth
Station_I- Elev 1 (FT) 1 Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip
L /Elem ICh Slope I I 1 I SF Avel HF ISE it DpthlFroude NINorm i Dp it I "N" I X -Fall) ZR IType Ch
it it it it it it it it it I �4 it it i` i` it it it it I it it it h it t it it I it it it it it it it it it 1 it it it it it it it it it I it it it it Yr �t it I it fr it it h it it 16 it it it it is it it M1 I it it h i is it 1 it it tr A4 fr rt it I it tr it it * it I it R it is tr fi it I it it it R A it it I it it it it fi 1 h it it it it it it
12002.420 982.000 2.700 984.700 1.30 1.66 .04 984.74 .00 .48 .00 I 1.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
403.200 .0050 .0013 .54 2.70 .00 .51 .013 .00 I .00 PIPE
I I I I I I I I I I I I
12405.620 984.010 1.227 985.237 1.30 1.66 .04 985.28 .00 .48 .00 1.000 .000 .00 1 .0
0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
Page 1
=' M = = = r MI M IM M M= M � W M M
linel3a.OUT
0 FILE: linel3a.WSW
W S P
G W-
CIVILDESIGN Version
14.06
PAGE 1
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8-
25-2005
TimC:
9: 1:30
Madison
Club 100 yr
Line
13a
8/22/05
kkir ir'.:kirk{kkkkkik it irkir
f :k'.ri:f:f:kkk{:
it irkkkkkkkkirkkkkkkkkkkirk
kkkir
it irkkkirk it
i:kki:kkir irkkkir irk kifrkkkir ir{rir{r it it
irk'.ri<kkkkkirkkkkkkirk
it irk is it irk
{r it irkk
kkir irkkkk'
I invert I
Depth I
water I
Q I
vel
vel I
Energyy
I Super
ICriticallFlow
ToplHeight /Isase
Wtl
INO wth
Station
I Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.El.I
Elev
I Depth I
Width
IDia. -FTIor
I.D.I
ZL
IPrs /Pip
L /Elem
ICh Slope I
I
I
I
-1
SF Avel
HF
ISE DpthIFroude
NINorm
Dp
I "N"
I X -Fall)
ZR
IType Ch
it fr it irk kit it is
I kkis irk frk i:k 1
kir'.r it itkkk I
kkit it it irk irk I
irkkirk frkkir I kirk
kkkir
1 irk {rkkkk I
kkkir kf kkk I kkkkkkk
I kkkkkkkk I
kkirk kirk it I kkkirkkk
1
� kkkkkki: i
kkkkk
i kkkkkkk
1000.0001
951.5001
7.1001
958.6001
18.401
5.86
.531
959.13
1 .00
1 1.54 1
.00
2.000
-I-
.000
-I-
.00
1 .0
1-
-I-
211.777
-I-
.0277
-I-
-I-
-I-
-I-
-I-
.0056
1.19
-I- -I-
7.10
-I-
.00
.94
-I-
.012
.00 I
.00
PIPE
I
1211.777
I I
957.373
I
2.419
I
959.792
I
18.40
5.86
I
.53
960.32
I
.00
I I
1.54
.00
I
2.000
I
.000
.00
1 .0
HYDRAULIC
JUMP
I I
I
1211.777
I I
957.373
I
.942
I
958.315
I
18.40
12.65
I
2.49
960.80
I
.00
I I
1.54
2.00
I
2.000
-I-
.000
-I-
.00
1 .0
1-
-I-
63.611
-I-
.0277
-I-
-I-
-I-
-I-
-I-
.0277
1.76
-I- -I-
.94
-I-
2.61
.94
-I-
.012
.00 I
.00
PIPE
I
1275.388
I I
959.137
I
.942
I
960.079
I
18.40
12.65•
I
2.49
962.57
I
.00
I I
1.54
2.00
I
2.000
-I-
I
.000
-I-
.00
1 .0
1-
-I-
113.682
-I-
.0277
-I-
-I-
-I-
-I-
-I-
.0277
3.15
-I- -I-
.94
-I-
2.61
.94
-I-
.012
.00
I I
.00
PIPE
I
1389.070
I I
962.290
I
.943
I
963.232
I
18.40
12.64
I
2.48
965.71
I
.05
I I
1.54
2.00
I
2.000
-1-
.000
-1-
.00
1 .0
1-
-I-
93.582.
-I-
.0277
-I-
-I-
-I-
-I-
-1-
.0273
2.56
-17 -1-
.99
-1-
2.61
.94
-I-
.012
.00
I I
.00
PIPE
I
1482.652
I
I 964.883
.949 I
965.831 I
I
18.40
12.53
I
2.44
968.27
I .04
I I
1.54
2.00
I
2.000
.000
.00
1 .0
80.766
.0277
.0254
2.05
.99
2.58
.94
.012
.00
I I
.00
PIPE
I
1563.417
I I
967.120
I
.984
I
968.105
I
18.40
11.95
I
2.22
970.32
I
.04
I I
1.54
2.00
I
2.000
-I-
.000
-I-
.00
1 .0
1-
-I-
30.703
-I-
.0277
-I-
-I-
-I-
-I-
-I-
.0224
.69
-I- -I-
1.03
-I-
2.40
.94
-I-
.012
.00 I
I
.00
PIPE
I
1594.120
I I
967.971
I
1.022
I
968.993
I
18.40
11.39
I
2.02
971.01
I
.04
I I
1.54
2.00
I
2.000
.000
.00
1 .0
1-
17.980
.0277
.0197
.35
1.06
2.23
.94
.012
.00 I
I
.00
PIPE
I
1612.100
I I
968.469
I
1.061
I
969.530
I
18.40
10.86
I
1.83
971.36
I
.03
I I
1.54
2.00
I
2.000
-I-
.000
-I-
.00
1 .0
1-
-I-
12.111
-I-
-I-
-I-
-I-
-I-
-I-
.0174
.21
-I- -I-
1.09
-I-
2.08
.94
-I-
.012
.00
.00
PIPE
.0277
0 FILE: linel3a.WSW
W S P
G W-
CIVILDESIGN version
14.06
PAGE 2
Program
Package serial Number: 1735
WATER
SURFACE
PROFILE
LISTING
Date: 8 -25
-2005
Time:
9: 1:30
Madison
Club 100 yr
Line
13a
8/22/05
kkkkk kk'. rkkkirkkkkkkkkkirkkkkkirkirkkkkkkirkkkkkir
it{r it irk kirkkkirk
it
irk it kir it it irk
kir it is kirk {r irkkirk kir it irkkir irkkir kirk
irk Y:kir irkkkkkkkkirk
irkirk it irk kir
irkkkk
itk irk it is it it
I Invert I
Depth
I
water I
Q I
Vel
vel
I
EnergyY
!! Super
ICritical
I
Flow ToplHeight /(Base Wt1
[NO wth
/Pip
Station
I Elev I
(FT)
Elev I
(CFS) I
(FPS)
Head
Grd.El.l
Elev
I Depth
width
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WATER
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0 FILE: linel3b.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -22 -2005 Time:10:50:28
Madison Club 100 -yr
Phase 2, Line 13b
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0 FILE: linel3b.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -22 -2005 Time:10:50:28
Madison Club 100 -yr
Phase 2, Line 13b
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9 FILE: linel3b.wsw
W S P
G W-
CIVILDESIGN version 14.06
PAGE
3
Program
Package serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -22 -2005
Time:10:50:28
Madison Club 100 -yr
Phase 2, Line 13b
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Page 3
Page 1
linel3c.ouT
0 FILE: linel3c.W5w
W S P
G W-
CIVILDESIGN version 14.06
PAGE 1
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -22 -2005
Time:10:49:35
Madison Club 100 -yr
Phase 2, Line 13c
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M W rIMII •M M i= M om No MM =! M: dft m
Page 1
linel6a.OUT
0 FILE: linel6a.WSW
W S
P G W-
CIVILDESIGN Version 14.06
PAGE 1
Program
Package serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date:12 -21 -2005
Time:
3:23:46
Madison club
100 -yr
Phase 2, Line
16a
8/9/05
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PIPE
0 FILE: linel6a.wsw
W S
P G W-
CIVILDESIGN version 14.06
PAGE 2
Program
Package serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date:12 -21 -2005
Time:
3:23:46
Madison club 100 -yr
Phase 2, Line 16a
8/9/05
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Page 2
Mm = Iso M M= M M M M IM r IM M�= M
Page 1
linel6b.OUT
0 FILE: linel6b.wsw
W S
P G W -
CIVILDESIGN Version 14.06
PAGE 1
Program
Package serial
Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -10 -2005
Time:
4:40: 1
Madison
club
100 -yr
Phase
2, Line
16 b
8/10/05
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Madison Club
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1735
WATER
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PAGE 1
Program
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WATER
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W S P
G W-
CIVILDESIGN Version
14.06
PAGE 2
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE
LISTING
Date: 8 -23 -2005 Time:
2:59:35
Madison club 100 yr
Line 19a
3/10/05
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-I-
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1.31
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1.67
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1.61
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I
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.0100
0 FILE: linel9a.WSW
W S P
G W-
CIVILDESIGN Version 14.06
PAGE
3
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE
LISTING
Date: 8 -23 -2005
Time:
2:59:35
Madison Club
100 yr
Line 19a
3/10/05
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1397.734
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42.80
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2.86
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1
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Page 2
m == m == bw m m m m m= m r m == m
Page 3
linel9a.ou7
(PIPE
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Page 3
M MI M MI M M I M r M M r .= = r M w
linel9b.OUT
0 FILE: linel9b.wSw
W S
P G W-
CIVILDESIGN
version 14.06
PAGE 1
Program
Packagc serial Number: 1735
WATER-SURFACE
PROFILE LISTING
Date: 8 -23 -2005 Time:
3: 2: 9
Madison
Club 100 -yr
Phase
2, Line 19b
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.03
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2.72
-I-
.44
1.42
.012
.00
.00
PIPE
.0100
0 FILE: linel9b.wsw
W S
P G W-
CIVILDESIGN version 14.06
PAGE 2
Program
Package Serial Number: 1735
2: 9
WATER
SURFACE PROFILE
LISTING
Date: 8 -23 -2005
Time:
3:
Madison
club
100 -yr
Phase
2, Line 19b
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1
M = = M = = M = r = = = M = = W
linel9b.OUT
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2192.027
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964.235
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2192.027
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2320.564
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2363.827
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965.955
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2385.580
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2398.138
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1.42
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PIPE
a FILE: linel9b.WSW
.0100
W S
P G W- CIVILDESIGN Version 14.06
PAGE.
3
Program
Package serial Number:
1735
WATER
SURFACE PROFILE LISTING
Date: 8 -23 -2005
Time:
3: 2:
9
Madison Club
100 -yr
Phase 2, Line
19b
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W S
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CIVILDESIGN version 14.06
PAGE
4
Program
Package Serial Number: 1735
WATER SURFACE PROFILE
LISTING
Date: 8 -23 -2005
Time:
3: 2:
9
Madison Club
100 -yr
Phase 2, Line
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W S
P G W-
CIVILDESIGN
Version 14.06
PAGE
5
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -23
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Time:
3: 2:
9'
Madison Club
100 -yr
Phase 2, Line
19b
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PIPE
0 FILE: linel9b.wsw
W S P
G W-
CIVILDESIGN version 14.06
PAGE
6
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE LISTING
-
Date: 8 -23
-2005
Time:
3: 2:
9
Madison
Club
100 -yr
Phase 2, Line
19b
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PIPE
0 FILE: linel9b.WSW
W S P
G W-
CIVILDESIGN version 14.06
PAGE
7
Program
Package serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -23
-2005
Time:
3: 2:
9
Madison
Club
100 -yr
Phase 2, Line
19b
k{ rkkkkkkirkkkkkkkkkkkkkkkkkkkkkkkkkkkkkirkk{:
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5
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Page 6
line19b.OUT
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Page 6
s
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linel9c.OUT
0 FILE: linel9c.Wsw W S P G w - CIVILDESIGN Version 14.06 PAGE 1
Program Package serial Number: 1735
WATER SURFACE PROFILE LISTING Date:.8 -23 -2005 Time: 3: 4:31
Madison club 100 -yr
Phase 2, Linel9c
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0
Page 1
B
Page 1
I v
linel9d.OUT
0 FILE: linel9d.wSw
W S
P G W-
CIVILDESIGN version
14.06
PAGE 1
Program
Package serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -23
-2005
Time:
3:25:12
Madison
Club
100 -yr
Phase
2, Line
19d
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6037.471
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linel9e.OUT
0 FILE: linel9e.WSW
W S P
G W-
CIVILDESIGN version 14.06
PAGE 1
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -23 -2005
Time:
3:27:56
Madison Club
100 -yr
Phase 2, Linel9e
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Page 1
J
L mi (fie
Solve For Depth of Flow
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14.5000
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10.0090
Manning's n
10.0130
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10.7068
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11.5000 1
F Select .
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5.4955
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1.7671
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4.7124
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circular
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1.5000 ft
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0.0130
0.7068 ft
1.7671 ft2
0.8189 ft2
2.2698 ft
4.7124 ft
5.4955 fps
0.3608 ft
47.1219 %
9.9653 cfs
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Page 1
f-Z
line20a.OUT
0 FILE: line20a.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -25 -2005 `lime: 9:13:37
Madison club 100 yr
Line 20a
7/29/05
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0 FILE: line20a.WSW W S P G W- CIVILDESIGN Version 14.06' PAGE 2
Program Package serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -25 -2005 Time: 9:13:37
Madison club 100 yr
Line 20a
7/29/05
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0 FILE: line20a.WSW
W S P
G W-
CIVILDESIGN
Version 14.06.
PAGE
3
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -25 -2005
Time:
9:13:37
Madison Club 100 yr
Line 20a
7/29/05
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W S P
G W-
CIVILDESIGN version
14.06
PAGE 1
Program
Package serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -25
-2005
Time:
1:22:23
Madison club 100 -yr
Phase 2, Line 20b
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0 FILE: line20b.wsw
W S P
G W-
CIVILDESIGN version
14.06
PAGE 2
Program
Package serial Number: 1735
WATER
SURFACE PROFILE
LISTING
Date: 8 -25 -2005
Time:
1:22:23
Madison Club
100 -yr
Phase 2, Line 20b
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PIPE
0 FILE: line20b.wsw
W S
P G W- CIVILDESIGN Version 14.06
PAGE
3
Program
Package Serial Number:
1735
WATER
SURFACE PROFILE LISTING
Date: 8 -25 -2005
Time:
1:22:23
Madison Club
100 -yr
Phase 2, Line 20b
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PIPE
0 FILE: line20b.wsw
W S P
G W-
CIVILDESIGN
version 14.06
PAGE
4
Program
Package serial
Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -25
-2005
Time:
1:22:23
Madison
Club 100
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Phase 2, Line
20b
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0 FILE: line20b.wsw
W S P
G W-
CIVILDESIGN version 14.06
PAGE
5
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -25
-2005
Time:
1:22:23
Madison
club 100 -yr
Phase
2, Line 20b
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0 FILE: line20b.wsw
.0060
W S
P G W- CIVILDESIGN Version
14.06
PAGE 6
Program
Package serial Number:
1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -25 -2005
Time:
1:22:23
Madison
Club
100 -yr
Phase
2, Line
20b
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PIPE
0 FILE: line20b.wsw
.0060
W S
P G W- CIVILDESIGN
Version
14.06
PAGE 7
Program
Package Serial
Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -25 -2005
Time:
1:22:23
Madison
Club
100 -yr
Phase
2, Line
20b
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line20b.OUT
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PIPE
0 FILE: line20b.wsw
W S
P G W-
CIVILDESIGN version 14.06
PAGE 8
Program
Package serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -25 -2005
Time:
1:22:23
Madison
club 100 -yr
Phase
2, Line 20b
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Page 6
N
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1
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10
C
--1
line20c.OUT
0 FILE: line20c.wsw
W S P
G W-
CIVILDESIGN Version
14.06
PAGE 1
Program
Package Serial
Number: 3.735
WATER
SURFACE
PROFILE LISTING
Date: 8 -25
-2005
Time:
1:40:35
Madison
Club 100 -yr
Phase
2, Line 20c
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PIPE
0 FILE: line20c.wsw
W S P
G W-
CIVILDESIGN Version
14.06
PAGE i
Program
Package serial Number: 1735
WATER SURFACE PROFILE
LISTING
Date: 8 -25 -2005
Time:
1:40:35
Madison
club 100 -yr
Phase
2, Line 20c
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line20c.OUT
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.642
0 FILE: line20c.wsw
.0100
W S P
G W -
CIVILDESIGN version 14.06
PAGE
?
Program
Package serial Number: 1735
WATER SURFACE
PROFILE LISTING
Date: 8 -25 -2005
Time:
1:40:35
Madison club 100 -yr
Phase 2*, Line 20c
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Page 2
line20d.OUT
0 FILE: line20d.wsw
W S P
G W-
CIVILDESIGN
version 14.06
PAGE 1
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE
LISTING,
Date: 8 -25 -2005 Time:
1:46:21
Madison Club
100 -yr
Phase 2, Line
20d
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PIPE
0 FILE: line20d.wsw
W S P
G W-
CIVILDESIGN Version
14.06
PAGE 2
Program
Package serial
Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -25 -2005 Time:
1:46:21
Madison
Club 100 -yr
Phase 2, Line 20d
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Page 2
line20e.OUT
0 FILE: line20e.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -25 -2005 Time: 1:49:59
Madison club 100 -yr
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line20f.OUT
0 FILE: line20f.wsw W S P G W- CIVILDESIGN version 14.06 PAGE 1
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -25 -2005 Time: 1:52:50
Madison Club 100 -yr
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Page 1
M � MM = MM m m m am M r M M m m m r
Page 1
line209.OUT
0 FILE: line20g.WSW
W S
P G W-
CIVILDESIGN Version 14.06
PAGE 1
Program
Package Serial
Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 8 -25 -2005
Time:
1:57:11
Madison
Club 100 -yr
Phase
2, Line 20g
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line25a.OUT
0 FILE: line25a.WSW
W S P
G W -
CIVILDESIGN
Version 14.06
PAGE 1
Program
Package serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -24 -2005
Time:
3:32:53
Madison Club
100 yr
Line 5a
3/11/05
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0 FILE: 1ine25a.WSW
W S P
G W-
CIVILDESIGN
version 14.06
PAGE 2
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 8 -24 -2005
Time:
3:32:53
Madison.Club
100 yr
Line
5a
3/11/05
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.0027
-I-
1.17
-I-
8.24
-I-
.00
-I-
3.00
-I-
.012
.00
.00
PIPE
I
I
2000.000
I
957.700
I
8.522
966.222
I
37.20
I
5.26
I
.43
966.65
I I
.00
I
1.98
I
.00
3.000
I
.000
I
.00
1
I-
.0
-I-
]UNCT STR
-I-
.0018
-I-
-I-
-I-
-I-
-I-
.0027
-I-
.01
-I-
8.52
-I-
.00
-I-
-I-
.012
-I-
.00
.00
PIPE
I
I
2005.500
I
957.710
I
8.526
966.236
I
37.20
I
5.26
I
.43
966.67
I I
.00
I
1.98
I
.00
3.000
I
.000
-I-
I
.00
1
1-
.0
-I-
469.500
-I-
.0020
-I-
-I-
-I-
-I-
-I-
.0027
-I-
1.24
-I-
8.53
-I-
.00
-I-
3.00
-I-
.012
.00
.00
I
PIPE
I
I
2475.000
I
958.650
I
8.852
967.502
I
37.20
I
5.26
.43
I
967.93
I I
.00
I
1.98
I
.00
3.000
I
.000
-I-
.00
1
I-
.0
-I-
7UNCT STR
-I-
.0018
-I-
-I-
-I-
-I-
-I-
.0027
-I-
.01
-I-
8.85
-I-
.00
-I-
-I-
.012
.00
.00
PIPE
I
I
2480.500
I
958.660
I
8.857
967.517
I
37.20
I
5.26
.43
I
967.95
I I
.00
I
1.98
I
.00
3.000
I
.000
I
.00
1
1-
.0
-I-
496.130
-I-
.0020
-I-
-I-
-I-
-I-
-I-
.0027
-I-
1.32
-I-
8.86
-I-
.00
-I-
3.00
-I-
.012
-I-
.00
.00
I
PIPE
I
I
2976.630
I
959.650
I
9.203
968.853
I
37.20
I
5.26
I
.43
969.28
I I
.00
I
1.98
I
.00
3.000
I
.000
.00
1
I-
.0
-I-
JUNCT STR
-I-
.0036
-I-
-I-
-I-
-I-
-I-
.0022
-I-
.01
-I-
9.20
-I-
.00
-I-
-I-
.012
-I-
.00
.00
PIPE
2982.130
959.670
9.391
969.061
31.00
4.39
.30
969.36
.00
1.80
.00
3.000
.000
.00
1
.0
167.430
.0020
.0018
.31
9.39
.00
2.37
.012
.00
.00
PIPE
I
I
3149.560
I
960.000
I
9.369
969.369
I
31.00
-I-
I
4.39
-I-
I
.30
-I-
969.67
-I-
I I
.00
-I-
I
1.80
-I-
I
.00
-I-
3.000
-I-
I
.000
-I-
I
.00
1
I-
.0
-I-
0
-I-
-I-
-I-
Page 2
M M = M = = = r M = = M r = = = = M
LINE25B.OUT
0 FILE: LINE25B.WSW
W S P
G W-
CIVILDESIGN Version 14.06
PAGE
1
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 1 -31
-2006
Time:11:37:
8
Madison Club
100 -yr
Phase 2, Line
25b
rtrtrtrtfrfrfrfrfrfrfrfrfr
rtfrrtrtrtrtrtrtrtrtrtrtfrfrfrfrfrfrfrfrfrfrfrfrfrrtfrfrfrfrfrfrfrfrfrfrfrfrfrrtfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrirrtrtfrrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtfrfrfrfrfrfrfrrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtfrfrrt
frfrfrfrrtfrrtrt
II Invert I
Depth I
water
I Q I
Vel
vel I
Energy
I Super
ICriticallFlow
TOplHeight /IBase
wt1
INO wth
Station
I Elev I
(FT) I
Elev
I (CFS) I
(FPS)
Head I
Grd.El.1
EIeV
I Depth
I width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem
ICh Slope I
I
I I
SF Avel
HF
ISE DpthlFroude
NINorm
Dp
I "N"
I X -Fall)
ZR
IType
Ch
frfrfrrtrtrtrtrtrtlrtrtfr
rtrtfrfrfrfrlrtrtrtrtrtrtrtrtlrtrtrtrtrtrtrtrtrtlrtrtrtrtrtrtrtfrrtlrtfrrtfrfrrtfr
I
lfrfrrtfrrtfrrtlfrfrfrfrfrfrfrfrfrlrtrtrtrtrtrtrtlrtrtrtrtrtrtrtrtlrtrtrtrtrtrtfrfrlrtrtrtfrfrfrfr
lrtfrrtrtrtrtrtlrtrtrtrtrt
I I
Irtrtfrfrfrfrfr
I
3002.040
I
956.550
I
4.450
961.000
I I
23.30
7.42
I
.85
961.85
I
.00
I
1.71
I
.00
I
2.000
.000
.00
1
.0
95.630
.0100
.0090
.86
4.45
.00
1.55
.012
.00
.00
PIPE
3097.670
957.510
4.354
961.864
23.30
7.42
.85
962.72
.00
1.71
.00
2.000
.000
.00
1
.0
-I-
7UNCT STR
-I-
.0094
-I-
-I-
-I-
-I-
-I-
.0095
-I-
.05
-I-
4.35
-I-
.00
-I-
-I-
.013
-I-
.00
.00
I-
PIPE
3103.000
I I
957.560
I
4.677
962.237
I I
20.80
6.62
I
.68
962.92
I
.00
I
1.63
I
.00
I
2.000
I I
.000
.00
I
1
.0
-I-
195.600
-I-
.0100
-I-
-I-
-I-
-I-
-I-
.0072
-I-
1.41
-I-
4.68
-I-
.00
-I-
1.41
-I-
.012
-I-
.00
.00
1-
PIPE
3298.600
I I
959.520
I
4.126
963.646
I I
20.80
6.62
I
.68
964.33
I
.00
I I
1.63
.00
I
2.000
I I
.000
.00
I
1
.0
7UNCT STR
.0094
.0057
.03
4.13
.00
.013
.00
.00
PIPE
3303.930
I I
959.570
I
4.984
964.554
I I
12.40
3.95
I
.24
964.80
I
.00
I I
1.27
.00
I
2.000
I I
.000
.00
I
1
.0
-I-
355.540
-I-
.0050
-I-
-I-
-I-
-I-
-I-
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-I-
.91
-I-
4.98
-I-
.00
-I-
1.25
-I-
.012
-I-
.00
.00
1-
PIPE
3659.470
I I
961.350
I
4.115
965.465
I I
12.40
3.95
I
.24
965..71
I
.00
I I
1.27
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I
2.000
I I
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I
1
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-I-
.0994
-I-
-I-
-I-
-I-
-I-
.0025
-I-
.01
-I-
4.11
-1-
.00
71-
-1-
.013
-1-
.00
.00
1-
PIPE
3664.800
I I
961.880
1
4.028
965.908
I I
4.80
2.72
I
.11
966.02
I
.00
I I
.84
.00
I
1.500
I I
.000
.00
I
1
.0
-I-
370.150
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0018
-I-
.66
-I-
4.03
-I-
.00
-I-
.83
-I-
.012
-I-
.00
.00
1-
PIPE
4034.950
I I
963.730
I
2.837
966.567
I I
4.80
2.72
I
.11
966.68
I
.00
I I
.84
.00
I
1.500
I I
.000
.00
I
1
I-
.0
-I-
0
-I-
-I-
-I-
-I-
-I-
-I-
-I-
-I-
-I-
-I-
-I-
-I-
Page 1
M r M r M M = ==1 M M M M= M M M= M
line25d.OUT
0 FILE: LINE25D.WSW
W S
P G W-
CIVILDESIGN version 14.06
PAGE 1
Program Package serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 1 -31 -2006
Time:11:54:35
Madison club 100 -yr
Phase 2, Line 25d
1/26/06
Invert I
Depth I Water I Q
I Vel
Vel I
Energy
1 Super
IcriticallFlow ToplHeight /IBase Wtl
INO Wth
Station
I Elev
(FT) 1 Elev I (CFS)
I (FPS)
Head I
Grd.El.I
Elev
I Depth I width
IDia. -FTIor I.D.1
ZL
IPrs /Pip
L /Elem
Ich Slope I
I I
I
SF Avel
HF
ISE DpthlFroude
NINorm Dp
I "N" I X -Fall)
ZR
IType Ch
5002.420
960.050
3.650 963.700 3.60
4.58
.33
964.03
.00
81 .00
1.000 .000
.00
1 .0
-I-
37.220
-I-
.0425
-I- -I- -I-
-I-
-I-
.0102
-I-
.38
-I-
3.6S
-I- -I-
.00 .49
-I- -I-
.013 .00
.00
1-
PIPE
5039.640
I I
961.630
I I
2.450 964.080 3.60
I
4.58
I
.33
964.41
I
.00
I I
.81 .00
-I-
I I I
1.000 .000
-I- -I-
.00
I
1 .0
I-
-I-
0
-I-
-I- -I- -I-
-I-
-I-
-I-
-I-
-I-
Page 1
rr r r r rr r r r rr r r r r r r r r �r rr
line25e:OUT
0 FILE: line25e.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 8 -24 -2005 Time: 3:31:10
Madison Club 100 -yr
Phase 2', Line 25e
'.rkkkirkkkkirkktttit�t'.rkktfr itk titkkk #it it irkkkirkkkkkkir irk it irkkktkkirk kiskkkkkir irk ki <ir it is is'.r it it it it it is iti it it is is it is is kit it it it it it it it is ir'.ri kit it itfris it it it it ithit it it it it it it it it ir'.c it it it it it
I invert I Depth I water I Q I Vel Vel I Energyy super IcriticallFloW ToplHeight /laase wt1 INO wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip
L /Elem irk ICh kktkirkkir Slope I I I I SF Avel HF ISE DpthlFroude NINorm '.rDp I "N" I X -Fall) ZR IType Ch
is it is is k'.rk I i I kkkirktkk I kkkkkktkt I it it irkktirkk I irk it it irkk I kkir it irk it I kkirk it it irkk I kkirkktt I it irk irk kir it I in it is '.:kk I kkkkkkk I irk kkkkk I kkkkk 1 kir irkktk
I I I I I I I I I I I I I
6002.410 961.870 3.630 965.500 2.20 2.80 .12 965.62 .00 .63 .00 1.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
37.920 .0100 .0038 .14 3.63 .00 .57 .013 .00 I I .00 PIPE
I I I I I I I I I I I
6040.330 962.250 3.395 965.645 2.20. 2.80 .12 965.77 .00 .63 .00 1.000 .000 .00 1 .0
0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
Page 1
line25f.oUT
D FILE: line25f.wsw W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 1 -31 -2006 Time:11:57: 1
Madison Club 100 -yr
Phase 2, Line 25f
I Invert I Depth I water I Q I Vel vel I Energyy 1 Super ICriticallFlow ToplHeight /laase wt1 INO wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth _I width Width IDia. -FTIor I.D.1 ZL IPrs /Pip
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I
L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall] ZR IType Ch
I I I I I I I I I I I I I
7002.410 963.990 2.610 966.600 2.00 2.55 .10 966.70 .00 .60 .00 1.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
39.080 .0100 .0032 .12 2.61 .00 .54 .013 .00 .00 PIPE
I I I I I I I I I I I 1 1
7041.490 964.380 2.343 966.723 2.00 2.55 .10 966.82 .00 .60 .00 1.000 .000 .00 1 .0
o
-1- -1- -I- -I- -1- -1 -I.- -1 -I- -I- -I- -I- -I- I-
Page 1
SIS�."lb'N�3"1�1MS
9�b'NI�1Q"1i�1'LL�N
t
swale capacity analysis.txt
Madison Club - 12' Drainage Swale Analysis at Low Points
Maximum slope = 3:1 on 5' side and 4:1 on 7' side
All flow is contained within the swale
»»CHANNEL INPUT INFORMATION ««
----------------------------------------------------------------------------
NORMAL DEPTH(FEET) =. 1.67
CHANNEL Z1(HORIZONTAL /VERTICAL) = 4.20
Z2(HORIZONTAL /VERTICAL) = 3.00
BASEWIDTH(FEET) = 0.00.
CONSTANT CHANNEL SLOPE(FEET /FEET) = 0.010000
---- MANNINGS- FRICTION - FACTOR ='0.0350
----------------------------------------------------------
NORMAL -DEPTH FLOW INFORMATION:
----------------------------------------------------------------------------
»»> NORMAL DEPTH FLOW(CFS) = 36.85
FLOW TOP- WIDTH(FEET) = 12.02
FLOW AREA(SQUARE FEET) = 10.04
HYDRAULIC DEPTH(FEET) = 0.83
FLOW AVERAGE VELOCITY(FEET /SEC.) = 3.67
UNIFORM FROUDE NUMBER = 0.708
PRESSURE + MOMENTUM(POUNDS) = 610.86
AVERAGED VELOCITY HEAD(FEET) = 0.209
SPECIFIC ENERGY(FEET) = 1.879
--------------------------------------------------------
CRITICAL -DEPTH FLOW INFORMATION:
--------------------------------------------------------- - -------------------
CRITICAL FLOW TOP- WIDTH(FEET) 10.48
CRITICAL FLOW AREA(SQUARE FEET) = 7.63
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.73
'CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 4.83
CRITICAL DEPTH(FEET) = 1.46
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 575.94
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.362
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.818
-------------------------------------------------------=------------- - - - - --
This is the maximum flow at a swale low point before the street is innundated.
Based on catch basin placement, capacity and hydrologic boundaries this maximum
flow in the swale will never be reached. Therefore the catch basin capacity,
not the swale, is the limiting. factor in storm water conveyence.
v4rc Lp7—
IZ`
I. Page 1
FL_
��I V/=• i C 5� e
20'
Z
w
:
J
w
ui
Li
J
Q
Q
0
w
O
w
0
w
o
=
o
w
0.2%
0.15%
12.0' DRAINAGE SWALE
SECTION A -A-
TYP. DRIVEWAY THROUGH SWALE H.P.
n�1 = 5
�- rc $.S -rqc- N O. l c fs AT SIA Lie
10%
18' STREET SECTION
PAD
J
J
e
n
■� � � � r � a r■ r � rs � �s � � � � a r�
W
J
Q
( PER PRECISE
o W GRADING PLANS Lu
Q PAD
En Ll- —
"'14 --
J
W
2.00 10% MAX.
10% MAX' <`i y\
1 \ \,
PER ROUGH
GRADING PLANS
2.4'x1.5' J
CULVERT
20' STREET SECTION 12' DRAINAGE SWALE 18'
SECTION B -B
TYP. DRIVEWAY THROUGH SWALE
OPTION B
1 "= 5'
r
t
11
1
Page 1
culvert typ.txt
section B -B culvert calculation
All calculator output should be verified prior to design
use
Entered Data:
shape
Number of Barrels
circular
1
solving for ...... ...•..•.......
Headwater
Chart Number ....................
1
scale Number ....................
1
Chart Description ...............
CONCRETE PIPE CULVERT;
NO BEVELED RING ENTRANCE
scale Decsription ...............
SQUARE EDGE ENTRANCE WITH HEADWALL
overtopping .....................
Flowrate ........................
off
5.8000 cfs
*
Manning's n .....................
Roadway Elevation ...............
0.0130
995.2500 ft
Inlet Elevation .................
992.7500 ft
outlet Elevation ................
992.6300 ft
Diameter ........................
1.5000 ft
Length ..........................
12.0000 ft
Entrance Loss ...................
0.0000
Tailwater
0.9000 ft
Computed Results:
Headwater .......................
994.1727 ft Inlet Control
slope ...........................
0.0100 ft /ft
velocity ........................
6.0944 fps
Messages: i�)
In let head > outlet head.
computing Inlet control headwater.
Solving inlet Equation 26.
solving Inlet Equation 28.
Headwater: 994.1727 ft
Performance table - for single barrel only:
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL
CRITICAL
OUTLET TAILWATER
Flow ELEV. DEPTH DEPTH TYPE
DEPTH DEPTH
VEL.
DEPTH VEL. DEPTH
cfs ft ft ft
1.16 993.30 0.54 0.55 NA
ft ft
0.34 0.93
fps
1.05
ft fps ft
0.34 0.00 0.90
2.32 993.55 0.80 0.70 NA
0.48 0.58
4.78
0.48 0.00 0.90
3.48 993.77 1.02 0.87 NA
0.59 0.71
5.34
0.59 0.00 0.90
4.64 993.97 1.22 1.07 NA
5.80 994.17 1.42 1.28 NA
0.70 0.83
0.80 0.93
5.76
6.09
0.70 0.00 0..90
0.80 0.00 0.90
6.96 994.37 1.62 1.44 NA
0.89 1.02
6.36
0.89 0.00 0.90
8.12 994.63 1.88 1.60 NA
0.99 1.10
6.57
0.99 0.00 0.90
9.28 994.85 2.10 1.76 NA
1.09 1.18
6.71
1.09 0.00 0.90
10.44 995.14 2.39 1.93 NA
1.22 1.24
6.78
1.22 0.00 0.90
11.60 995.06 0.00 2.31 M2
1.50 1.24
6.56
1.50 0.00 0.90
*12.76 995.19 0.00 2.44 M2
1.50 1.24
7.22
1.50 0.00 0.90
*CULVERT WILL PASS UP TO 12.76 CFS.
r
t
11
1
Page 1
a
H
W
W
V)
L,
O
2.00%
20' STREET SECTION
W
J
,ter MAX
3.5'x1.25' J
CONC. CULVERT
12' DRAINAGE SWALE
6" PCC PER PRECISE
//- GRADING PLANS
SECTION C -C
TYP. DRIVEWAY THROUGH SWALE L.P.
OPTION B
1 "= 5'
PER ROUGH
GRADING PLANS
M
PAD
H Q
3
0
w
ui�
u-
O
�
Q J
Wa
,ter MAX
3.5'x1.25' J
CONC. CULVERT
12' DRAINAGE SWALE
6" PCC PER PRECISE
//- GRADING PLANS
SECTION C -C
TYP. DRIVEWAY THROUGH SWALE L.P.
OPTION B
1 "= 5'
PER ROUGH
GRADING PLANS
M
PAD
� j,
t
culver max.txt
section c -c culvert calculation
All calculator output should be verified prior to design use
Entered Data:
shape.. ..... .................
Number of Barrels ...............
Solving for .....................
chart Number ....................
Scale Number .................
Chart Description ...............
scale Decsription ...............
overtopping .....................
Flowrate ........................
Manning's n .....................
Roadway Elevation ...............
Inlet Elevation .................
outlet Elevation ................
Height..........................
width..........................
Length..........................
Entrance Loss ...................
Tailwater.......................
Rectangular
1
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE
SQUARE EDGE ENTRANCE WITH HEADWALL
off
14.4000 cfs
0.0130
995.2500 ft
992.7500 ft
992.6300 ft
15.0000 in
42.0000 in
12.0000 ft
0.0000
1.2500 ft
t
r
I Page 1
TAILWATER
VEL. DEPTH
fps ft
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25.
0.00 1.25
0.00 1.25
computed Results:
Headwater ...:
slope..
Veloc, y ..
:::::::::::::
,
994 0762
0.0100
3.2914
ft Outlet Control
ft /ft
fps
messages:
outlet head
Computing outlet
outlet submerged.
> inlet
Control
head.
headwater.
Full flow.
Headwater depth
computed
using FHWA equation.
Headwater:
994.0762
ft
Performance table
- for
single
barrel
only:
DIS- HEAD-
INLET
OUTLET
CHARGE WATER
CONTROL
CONTROL
FLOW
NORMAL
CRITICAL
OUTLET
Flow ELEV.
cfs ft
DEPTH
ft
DEPTH
ft
TYPE
DEPTH
in
DEPTH
in
VEL.
fps
DEPTH
ft
2.88 993.28
0.41
0.53
NA
2.59
9.69
0.66
0.61
5.76 993.42
0.67
0.65
NA
4.02
5.26
4.91
0.34
8.64 993.64
0.89
0.77
NA
5.23
6.89
5.67
0.44
11.52 993.86
1.11
0.91
NA
6.31
8.35
6.26
0.53
14.40 994.06
1.31
1.07
NA
7.32
9.69
6.74
0.61
17.28 994.27
1.52
1.26
NA
8.28
10.94
7.16
0.69
20.16 994.43
1.68
1.45
NA
9.19
12.12
7.52
0.77
23.04 994.69
25.92 994.98
1.94
2.23
1.59
1.73
NA
NA
10.08
10.93
13.25
14.33
7.84
8.13
0.84
0.91
28.80 994.69
0.00
1.94
NA
11.77
14.33
6.58
0.91
31.68 994.86
0.00
2.11
NA
15.00
14.33
7.24
0.91
34.56 995.04
0.00
2.29
NA
15..00
14.33
7.90
0.91
37.44 995.24
0.00
2.49
NA
15.00
14.33
8.56
0.91
t
r
I Page 1
TAILWATER
VEL. DEPTH
fps ft
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25
0.00 1.25.
0.00 1.25
0.00 1.25
H
!�;)N I2)s N) sV2
8.0 INTERCEPTION CAPACITY OF INLETS IN SAG LOCATIONS
Inlets in sag locations operate as weirs under low head
conditions and as orifices at greater depths. Orifice flow
begins at depths dependent.on the grate size, the curb opening
height, or the slot width of the inlet, as the case may be. At
depths between those at which weir flow definitely prevails and
�- those at which orifice flow prevails, flow is in a transition
stage. At these depths, control is ill- defined and flow may
fluctuate between weir , and -orifice control. Design procedures
adopted for this Circular are based on a conservative approach to
estimating the capacity of inlets in sump locations.
The efficiency of inlets in passing debris is critical in
sag locations because all runoff which enters the sag must be
passed through the inlet. Total or partial clogging of inlets in
these locations can result in hazardous pon.ded conditions. Grate
inlets alone are not recommended for use in sag locations because
of the tendencies of grates to become clogged. Combination
inlets or curb - opening inlets are recommended for use in these
locations.
1
8.1 Grate Inlets
A sa rate inlet in a
g g location t o 0 perates as a weir to
depths
dependent on the bar configuration and size of the grate
and as
an orifice at greater depths. Grates of larger dimension
and
grates with more open area, i.e., with less space occupied
by
lateral and longitudinal bars, will operate as weirs to greater
depths than smaller grates or grates.with less open area.
The capacity of grate inlets operating as weirs is.
Qi CwPd1.5
(17)
where: P = perimeter of the grate in ft (m) disregarding
bars
and the side against the curb
Cw = 3.0 (1.66 for SI)
The capacity of a grate inlet operating as an orifice
is:
Qi = CoA(2gd)0.5
(18)
where: Co = orifice coefficient
= 0.67
- 2 2
A clear opening area of the grate, ft (m )
g = 32.16 ft /s2 (9.80 m /s2)
69
1
P
10
a
6
5
4
3
2
1.67
0.8
= 0.6
0.3
0.4
0.3
0.2
AT -(—, C3. 1 sF �� ��'� e��- rr��€S 4S Arq C7� P F G' C
2 3 4 S 6 a 10
MMAOQE Cl (FT 3 /Z)
20 30 40 50 60 60 100
CHART 11. Grate inlet capacity in sump conditions.
�I = co:A Czgd) 5 - FoaMO( -A i e� ON PrA'a
I (Z
71
GRATE OPENING RRATIO
Reficuline 0.8
Curved V060 0.35
30* tilt-bar 0.34
- Tested
EPA
WE
A= CLEAR 0
P=ZW+L
I
CURB
ING AREA
(WITH CURB)
(WITHOUT CURB)
P,-
0AVNIPWIM
wa
2 3 4 S 6 a 10
MMAOQE Cl (FT 3 /Z)
20 30 40 50 60 60 100
CHART 11. Grate inlet capacity in sump conditions.
�I = co:A Czgd) 5 - FoaMO( -A i e� ON PrA'a
I (Z
71
3
1 4
3
2
0.@
0.
0.5
0.4
0.3
0.2
0.1
I Z 3 4 5 6 8 10 20 30 40 50 60 @0 100
m (FT 3/3) (_19 c-�s
CHART 11. Grate inlet capacity in sump. conditions.
2
71
OP"_ING RATIO
Reticuline 0.8
Curved vane 0.35
30* tilt-bar 0.34
Tested
CURB
IPENING
AREA
(WITH CURB)
I
(WITH OUT CURB)
I Z 3 4 5 6 8 10 20 30 40 50 60 @0 100
m (FT 3/3) (_19 c-�s
CHART 11. Grate inlet capacity in sump. conditions.
2
71
e
Madison club Residential Area Drain connection
10" HDPE
6/6/05
Manning Pipe calculator
Given'Input Data:
Shape.......
solving for ......
Diameter.........
Depth ............
slope
Manning's n ......
computed Results:
Flowrate.........
Area...........
wetted Area ...
wetted Perimeter .
Perimeter .........
velocity
Hydraulic Radius .
Percent Full .....
Full flow Flowrate
Full flow velocity
Circular
Flowrate
0.8330 ft
0.8000 ft
0.0100 ft /ft
0.0120
2.5399 cfs
0.5450 ft2
0.5378 ft2
2.2831 ft
2.6169 ft
4.7230 fps
0.2355 ft
96.0384 %
2.3711 cfs
4.3507 fps
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) copyright 1982 -2004 Advanced.Engineering Software (aes)
(Rational Tabling Version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One ]enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
DESCRIPTION OF STUDY = * =*
* Madison Club 10 -yr
* 6%6/051 Residential Runoff -
i u
FILE NAME: RES- 10.DAT
TIME /DATE OF STUDY: 15:01 06/06/2005.
----------------------------------------------------------------------------
-- USER - SPECIFIED - HYDROLOGY AND- HYDRAULIC - MODEL - INFORMATION------------ - - - - --
' USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR)'= 1.600
SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW.CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
•----------------------------------------------------------------------------
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT Is SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00
UPSTREAM ELEVATION(FEET) = 100.00
DOWNSTREAM ELEVATION(FEET) = 98.75
ELEVATION DIFFERENCE(FEET) = 1.25'
TC = 0.469 *[( 250.00 * *3) /( 1.25)] * *.2 = 12.326
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.531
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6893
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.74
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.74
END'OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.00 TC(MIN.) 12.33
PEAK FLOW RATE(CFS) = 1.74
END OF RATIONAL METHOD ANALYSIS
J
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) copyright 1982 -2004 Advanced Engineering software (aes)
(Rational Tabling version 6.OD
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
* * * * * * * * * * * *= * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * *= * * * * * * * * * * * * **
* Madison club 100 -yr
* Typical Residential Runoff
* 6/6/05
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FILE NAME: RES- 100.DAT
TIME /DATE OF STUDY: 14:59 06/06/2005
--------------------------------=-------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =*0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
R'CFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -Curb)
2. (Depth)* (Vel oci ty) constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
- ----*_------*_--*_------*------------------------------------------*---------
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS)
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00
UPSTREAM ELEVATION(FEET) = 100.00 -
DOWNSTREAM ELEVATION(FEET) = 98.75
ELEVATION DIFFERENCE(FEET) = 1.25
TC 0.469 *[( 250.00 * *3) /( 1.25)] * *.2 12.326
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.004
SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7507
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.01
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.01
---------------------------------------------------------------- - - - ---
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.00 TC(MIN.) = 12.33
-- PEAK -FLOW - RATE( CFS)3= 01__________ _____________________________ __
- ----------------------------------------------- --- -------
END OF RATIONAL METHOD ANALYSIS
o
S31%/lc1 "102L1 N0'J
aom�.ltrmo� 3ais�snru
3r
1—�.
A. c r C.
A.. A I.e. It
ra
INDIA. &V9V—.TJ-
f.F
J11y
Fll t
I. C K 10
AOUA C
121
INDIAN T
J�
0 u
O
Any. FNtF
10 12
INDIAN
13
71L
5
IOU. to LI FItTe AW'c It
24
23
22
J
PIAIIII. I I 0.01A. —ACIIIAT.
T
IT -
Itt".
2
'to 5
+
.9 . .........
6c m
—W-K- . . .... . —
3
31
INN (�'I: 4A T.:.
E If
N, e
rK
b4'4lV'
k
LEGEND HYDROLOGIC SOILS GROUP MAP
SOILS GROUP BOUNDARY FOR
A SOILS GROUP DESIGNATION
R C F C a W C D CATHEDRAL CITY
HYr),-?OLOOY NIANUAL 0 FEET 5000
PLATE C-1.36
(THOUS0,110 PALAS-N.E.) tj
32
D..
A
r
A A
V(3781tT.\ *DART��.
<
•6
it
_rV7?
6
.(.q ice'
j
"A
....... ...
A -c
at 25 25 30
29
+
31*
A L
cy
2
A
0
1 Z9
10 It
9 12. I
Z.—
LEGEND HYDROLOGIC SOILS GROUP MAP
SOILS GROUP BOUNDARY FOR
A SOILS GROUP DESIGNATION
R C F C & W C D MYOMA
Hyr)RoLo(--,y MANUAL 0 FEET 5000
PLATE C -1.37
U (CATHEDRAL CITY)
1' j( `•�J,- `!���' • t : \' • aJL '' , V�V ., t: '''!�� i 4J' �i�. : 1: �!. �!� �t'•r� r' �i
4
Z'
4
. . . . . . . . . .
X
'A�-j
X,
A,
W ..
P2 0 ;l oll
-32
L
.'r.l -�--- =A' _ .�, it (. - � - "Jh_� -�--1' - - - -- �C�' ,�
p
. Dot ........ . n
j
. %
7
Z') A
"�
Z_
ll`Y -71
gii,
G E
. LEGEND HYDROLOGIC SOILS GROUP MAP
SOILS GROUP WJWARY
A SOILS GROUP CESMATION FO®
R C F C& W C D RANCHO MIRAGE
HyxiDLOGY MANUAL 0 FEET 5000 1
PLATE C-1.48
Mon m w � m m m m r m m m m. lw m m
F-I
1
[1
1
t
s
F,
L-1
1
t
Ll
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Cover Type (3) Quality of Soil Group
Cover (2) 1 A I B I C D
NATURAL, COVERS
Barren
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
(Manzonita, ceanothus and scrub oak)
Chaparrel, Narrowleaf
(Chamise and redshank)
Grass, Annual or Perennial
Meadows or Cienegas
(Areas with seasonally high water table,
principal vegetation is sod forming grass)
Open Brush
.(Soft wood shrubs - buckwheat, sage, etc.)
Woodland
(Coniferous or broadleaf trees predominate.
Canopy density is at least 50 percent)
Woodland, Grass
(Coniferous or broadleaf trees with canopy
density from 20 to 50 percent)
URBAN COVERS -
Residential or Commercial Landscaping
(Lawn, shrubs, etc.)
Turf
(Irrigated and mowed grass)
AGRICULTURAL COVERS -
Fallow
(Land-plowed but not tilled or seeded)
RCFC CD
r-�YOROLOGY JMANUAL
78 186 191 1 93
Poor
53
10
80
85
Fair
40
63
75
81
Good
31
57
71
78
191
Poor
171
82
88
Fair.
55
72
81
86
Poor
67
78
86
89
Fair.
50
69
79
84
Good
38
61
74
80
Poor
63
77
85
88
Fair
51
70
80
84
Good
30
58
72
78
Poor
62
76
84
88
Fair
46
66
77
83
Good
al
63
75
81
Poor
45
66
77
83
Fair
36
60
73
79
Good
28
55
70
77
Poor
57
73
82
86
Fair
44
65
77
82
Good
33
58
72
79
Good 132 156 169 175 '
Poor
Fair
Good
RUNOFF INDEX
. FOR
PERVIOUS
58 1 74 1 83 1 87
44 65 77 82
33 58 72 79
76 185 ) 90 192
NUMBERS
AREAS
PLATE E -6.1 0 of 2)
)
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Cover Type (3) Quality
of Soil Group
Cover
(2) .A B C D
AGRICULTURAL COVERS (cont.) -
Legumes, Close Seeded Poor
66 77 85 89
(Alfalfa, sweetclover, timothy; etc.) Good
58 72 81 85
Orchards, Deciduous
(Apples, apricots, pears, walnuts, etc.)
i
See Note 4
Orchards, Evergreen Poor
(Citrus, avocados, etc.)
57 73 82 86
1
Fair
44 65 77 82
Good
33 58 72 79
Pasture, Dryland Poor
(Annual grasses)
67 78 86 89
Fair
50 69 79 84
Good
38 61 74 80
Pasture, Irrigated
Poor
(Legumes and perennial grass) Fair
58 74 83 87
44 65 77 82
Good
33 58 72 79
Row Crops
.Poor
(Field crops - tomatoes, sugar beets, etc.) Good
72 81 88 91
67 78
85 89
Small Grain.
Poor
(Wheat, oats, barley, etc.) j Good
65 76 84 88
63
175 I 83 87
Vineyard
i f
See Note 4
Notes:
1. All runoff index (RI) numbers are for Antecedent Moisture Condition
(AMC) II.
2. Quality of cover definitions:
Poor - heavily grazed or regularly burned areas. Less than 50 per-
cent of the ground surface is protected by plant
cover or brush
and tree canopy.
Fair - Moderate cover with 50 percent to 75 percent of the ground sur-
face protected.
Good -Heavy or dense cover with more than 75 percent of
the ground
surface protected.
3. See Plate C -2 for a detailed description'of cover types.
4. Use runoff index numbers based on ground cover type. See discussion
"Cover
under Type Descriptions" on Plate C -2.
5. Reference Bibliography item 17.
C F C 0101 W C RUNOFF INDEX.
NUMBERS
;^JYDROL O Y &JANUAL FOR
PERVIOUS
AREAS
PLATE
E -6J (2of 2)
[I
I
1
ii
t
1
'71
L
ACTUAL IMPERVIOUS COVER
Recommended Value
Land Use (1) Range- Percent For Average
Conditions- Percent(2
Natural or Agriculture 0 - 10 0
Single Family Residential: (3)
40,000 S. F. (1 Acre) Lots 10 - 25 20
20,000 S. F. ('� Acre) Lots 30 - 45 40
7,200 - 10,000 S. F. Lots 45 - 55 50
Multiple Family Residential:
Condominiums 45 - 70 65
Apartments 65 - 90 80
Mobile Home Park 60 - 85 75
Commercial, Downtown
80 -100 90
Business or Industrial
Notes:
1. Land use should be based on ultimate development of the watershed.
Long range master plans for the County and incorporated cities
should be reviewed to insure reasonable land use assumptions.
2. Recommended values are based on average conditions which may not
apply to a particular study area. The percentage impervious may
vary greatly even on comparable sized lots due to differences in
dwelling size, improvements, etc. Landscape practices should also
be considered as it is common in some areas to use ornamental grav-
els underlain by impervious plastic materials in place of lawns and
shrubs. A field investigation of a study area should always be made,
and a review of aerial photos, where available may assist in estimat-
ing the percentage of impervious cover in developed areas.
3. For typical horse ranch subdivisions increase impervious area S per-
cent over the values recommended in the table above.
I C F C WN C D IMPERVIOUS COVER
HYDROLOGY MANUAL. FOR
DEVELOPED AREAS
PLATE £-6.3
c