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HYDROLOGIC & HYDRAULIC ANALYSIS
OF
KAISER PERMANENTE MEDICAL CENTER
AND SURROUNDING AREAS
FONTANA, CALIFORNIA
Job No. 345 -01 -85
March 4, 1985
Prepared For:
Kaiser Permanente Medical Center
And
HMC Architects, Inc.
500 E. "E" Street
Ontario, CA 91764
Prepared By:
Wagner- Stanford Consultants
201 E. Yorba Linda Boulevard
411(2 • Placentia, CA 92670
(714) 993 -4500
A
KAISER PERMANENTE MEDICAL CENTER
0
HYDROLOGY AND HYDRAULIC ANALYSIS
JOB NO. 345 -01 -85
FEBRUARY 27, 1985
I. Objective of Study:
The objective of the hydrology study done by Wagner- Stanford
Consultants was to access the impact of the existing
drainage conditions surrounding Kaiser Permanente Medical
Center, define the drainage problems that exist and determine
possible solutions to the problems.
The hydrology study was also meant to act as a precursor for
discussions with the City of Fontana concerning the City's
involvement in future storm drain construction.
Ii. procedure of Hydrologic Analysis:
The study was conducted following procedures as outlined by
the San Bernardino County Hydrology Manual, (1983 Edition)
and from information describing master planned storm drainage
systems and watershed areas from the City of Fontana and the
San Bernardino County Flood Control District.
Compilation of existing hydrology studies and storm drain
master plans resulted in new hydrology maps portraying the
present day storm runoff impact on the Medical Center and
the impact anticipated once the City of Fontana's master
plan of storm drains is completed.
The technical data used to create the hydrology study was
determined by recommendations from the City of Fontana and
design criteria per the Hydrology Manual. The analysis used
a 10 -year storm frequency for rainfall intensity and a slope
of 0.50 for the intensity- duration curve at the recommenda-
tion of the City staff. The analysis assumed that all storm
drain pipelines are accepting full capacity flow and that
ultimate storm drain improvements, as shown on the master
storm drain plan, will be constructed.
1 4
C RAISER PERMANENTE MEDICAL CENTER
HYDROLCGY AND HYDRAULIC ANALYSIS
PAGE 2
III. Results of Hydrologic Analysis:
The hydrology studies performed compared present day
drainage patterns with those previously tabled for the same
drainage basin surrounding the medical center. The previous
studies, done in 1971, were used to size the existing storm
drain improvements in Marygold Avenue and Valley Boulevard.
The overall results of the new hydrology studies showed a
large increase in the amount of tributary area contributing
to the runoff reaching the medical center and consequently a
large increase in the amount of surface runoff. The direct
comparison is shown below:
Watershed Area Runoff CFS /Acre
•• 1971 Study 86.5 Acres 113 CFS 1.24
This Study 184.2 Acres 251 CFS 1.36
c
The drastic increase in runoff potential can be attributed
not only to an increase in the contributing drainage area,
but also to an increase in the percentage of developed land
contributing runoff.
A hydrology study was prepared which determined the
anticipated drainage patterns which will be caused by the
City of Fontana's master plan of storm drains. Analysis of
!these drainage patterns indicates that serious drainage
problems will still exist even if the master planned storm drain
was constructed. The amounts of runoff that can be expected
to reach the medical center will exceed the capacity of the
existing storm drains built both at the medical center and
in the Valley Boulevard and Marygold Avenue storm drains.
A separate hydrology map was prepared showing the drainage
patterns for the medical center only. This hydrology map
took into account all existing drainage devises at the
center and made provisions for future parking lot and
building expansions. The hydrology study showed that al-
though drainage problems plague the center presently, they
can be alleviated with the addition of new storm drains
draining to the Valley Boulevard storm drain and to the
storm drain that is presently proposed for Sierra Avenue.
(:: All hydrology maps prepared for this report are included in
the appendix.
KAISER PERMANENTE MEDICAL CENTER
C HYDROLOGY AND HYDRAULIC ANALYSIS
PAGE 3
The hydraulic characteristics of the existing storm drain
lines in Valley Boulevard, Marygold Avenue and on the
medical center site were reviewed for their ability to
convey the storm runoffs expected. Maximum capacities of
the pipes were determined along with an estimate of proposed
storm drain construction that would need to be built to
provide adequate pipe flow capacity for full conveyance of
runoff waters.
The hydraulic calculations were applied to this study in two
options:
1. Analysis of the existing storm drain system and any pro-
- posed storm drain additions as if the master plan of storm
drains was to be built as per the City's plan without
any alterations.
2. Analysis of the existing storm drain system with any
proposed storm drain additions and including certain
extensions of the City's master plan of storm drains
that would benefit the medical center and its surround-
ing areas.
The hydraulic calculations are based on the assumptions that
the master plan of storm drains will ultimately be built and
that any storm drain improvements proposed that do not take
into account the master plan are uneconomical and unfeasible.
Figures 1 and 2 on the following pages show the storm drain
systems as they presently exist and how they are proposed to
be modified.
IV. Discussion of Design Alternatives
The storm drain construction alternatives, as shown in
figures 1 and 2, depict the two feasible solutions to the
drainage problems at the medical center. Alternative No. 2
is considered to be the most desirable due to construction
restraints in Alternative No. 1, and the necessity of
completing the master planned storm drain. Listed below is
a construction quantity comparison for the two design
alternatives. (Note: This estimate includes ol.7y costs for
pipe line constriction.)
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RAISER PERMANENTE MEDICAL CENTER
HYDROLOGY AND HYDRAULIC ANALYSIS
® PAGE 8
V. z- • U N - t • - . • , - - I • • I • •
Based upon the results of the hydrology study presented in
this report, it seems obvious that a serious drainage
problem exists at Kaiser Permanente Medical Center and
extends far into the area surrounding the Center. The study
showed that existing storm drain systems, although probably
properly sized at one time, are now inadequate to properly
handle the storm runoff that is directed into them. The
study also indicates that the City of Fontana's master plan
of storm drainage will not eliminate the possibility of
flooding at the medical center unless further storm drain
construction is either added to the master plan or existing
storm drain line capacities are increased.
Research and analysis of the existing drainage conditions
and possible solutions to the drainage problems lead to the
proposed design alternatives. Design Alternative No. 1
answers the drainage problem by creating storm drains with
sufficient size to convey the runoff water while it is
(:: either passing through the medical center site or after it
reaches Valley Boulevard. Alternative No. 1 requires the
construction of a parallel storm drain next to the existing
storm drain in Valley Boulevard and on the medical center
site. The construction would run the entire length from
Marygold Avenue down Valley Boulevard and follow Sierra
Avenue to join the existing flood control channel at the San
Bernardino Freeway.
Design Alternative No. 2 involves constructing a portion of
the City of Fontana's master planned storm drain system.
The storm drain would be constructed from the San Bernardino
Freeway, north on Palmetto to Marygold, turn westerly to
Blanchard Street and continue northerly to San Bernardino
Road and then west to Acacia Avenue.
The significant portion of Design Alternative No. 2 is an ex-
tension of the storm drain line on Marygold Avenue, which is
not a part of the master plan. This storm drain main extension
will reach westerly to the medical center where it will inter-
cept storm runoff before it flows into the medical center.
c
C KAISER PERMANENTE MEDICAL CENTER
HYDROLOGY AND HYDRAULIC ANALYSIS
PAGE 9
Design Alternative No. 2 appears to be the more desirable of
the two alternatives for the following reasons:
1. The construction costs associated with Alternative No. 2
are lower.
2. Alternative No. 2 provides for construction of a
integral portion of the storm drain master plan.
3. Alternative No. 2 alleviates the drainage problems
impacting the medical center prior to the runoff
reaching the center, not after.
4. The. proposed alignment for Alternative No. 2 provides
for more ease in construction because it is to be built
on streets with lower traffic volumes and through some
• vacant land. Alterntive No. 1 not only has to contend
with the high traffic volumes at Sierra Avenue and
Valley Boulevard, but also the traffic within the
(:: medical center.
This concludes the hydrology and hydraulic study for the Kaiser
Permanente Medical Center, which was intended to identify the
impacts and problems associated with storm runoff at the medical
center. The study determined that drainage problems exist near
the medical center and that solutions to the drainage problems
are possible. The study also proposed that a portion of the City
of Fontana's master plan of storm drains be constructed, which
would include drainage areas that contribute to flooding at the
the medical center.
c
APPENDIX
c
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c:"; : Yv: Y:a :23
pm
616 ♦ Wagner- Stanford
201 E. Yorba Linda Blvd
Placentia. CA 92670
(714) 993 -3500
3 U 2 7c °03:
February 25, 1985 Job No. 345 - -
Mr. Robert Schoenborn, City Engineer
City of Fontana
8353 Sierra Avenue
Fontana, California 92335
SUBJECT: Hydrology Study for the Kaiser Permenente
Medical Center
Dear Mr. Schoenborn:
Enclosed you will find our study of the existing and ultimate
drainage patterns affecting the medical center.
We are submitting these calculations for your review as a basis
for discussion of possible storm drain improvements.
If you have any questions regarding this report, please call Dana
Halladay of our office or call me.
Sincerely yours,
WAGNER - STANFORD
rAtalk%-2 USU 1 lett
Adam R. Wright, P.E.
Civil Engineer
for Dana Halladay, P.E.
Project Manager
ARW /DH /jw
Enclosures
ftige
c
HYDROLOGY STUDY
FOR
KAISER PERMANENTS MEDICAL CENTER
AND
SURROUNDING MASTER PLAN DRAINAGE AREAS
OF
FONTANA, CALIFORNIA
c
Prepared For: Kaiser Permanente Medical Center
Submitted To: City of Fontana
Public Works Department
Prepared By: WAGNER - STANFORD
201 E. Yorba Linda Blvd.
Placentia, California 92670
(714) 993 -4500
FEBRUARY 25, 1985
Page 1 of 26
•
P. 2 of 26
RAISER PERMANENTS MEDICAL CENTER
FONTANA, CALIFORNIA
JOB NO. 345 -01 -85
TABLE OF CONTENTS
INTRODUCTION 3
SUMMARY 4
. HYDROLOGY CALCULATIONS FOR THE
EXISTING CONDITION 6
HYDROLOGY CALCULATIONS FOR THE
PROPOSED CONDITION 14
HYDROLOGY MAP: EXISTING CONDITION
HYDROLOGY MAP: PROPOSED CONDITION
HYDROLOGY MAP: ONSITE
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P. 3 OF 26
RAISER PERMANENTE MEDICAL CENTER
FONTANA, CALIFORNIA
JOB NO. 345 -01 -85
INTRODUCTION
This study is an assessment on the impact of existing and
ultimate drainage patterns on the medical center and ultimately
on the existing storm drain system in Valley Boulevard. The
hydrology study was conducted following procedures specified by
the San Bernardino County Hydrology Manual, (1983).
The hydrology analysis used a 10 -year storm frequency for
rainfall intensity and, at the recommendation of the City staff,
a slope of 0.50 for the intensity- duration curve used for
Rational method hydrologic analysis. The analysis assumes that
the City of Fontana's master plan of storm drains will ultimately
be constructed. - -
A main objective of the hydrology analysis is to determine the
capacity of the existing storm drain systems surrounding the
medical center and to determine what further storm drain improve-
ments, if any, are required to adequately handle the storm
runoff.
s
P.4 of 26
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RAISER PERMANENTE MEDICAL CENTER
FONTANA, CALIFORNIA
JOB NO. 345 -01 -85
SUMMARY
The previous hydrology studies as supplied by the City of Fontana
for the watershed areas surrounding the Kaiser Permanente Medical
Center show a much smaller runoff than is indicated from this
hydrology study. The increase in runoff predicted can be attri-
buted to larger tributary areas in the watershed basin than
originally estimated in the 1971 studies done by "K.N.L." _ and due
to the increased percentage of developed land contributing
runoff. -
The results of this hydrology study are compared below with the
runoff amounts determined from the 1971 hydrology studies which
were used to size the Valley Boulevard storm drain. Because the
Valley Boulevard storm drain was designed originally at full
capacity the impact on the storm drain from an increased amount
of runoff can easily be seen.
WATERSHED AREA RUNOFF CFS /ACRE
1971 Study 86.5 acres 113 CFS 1.24
This Study 184.2 acres 251 CFS 1.36
Analysis of the pipe hydraulics for the Valley Boulevard storm
drain indicate that the system does not have enough capacity to
handle the runoff from the 1971 study and therefore would have to
be improved greatly to accommodate the present drainage
conditions.
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P.5of26
J. N. 345 -a/ - D5
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P. 6 of 26
KAISER PERKANENTE MEDICAL CENTER
FONTANA, CALIFORNIA
JOB NO. 345 -01 -85
HYDROLOGY CALCULATIONS
FOR.THE
•
EXISTING CONDITION
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iiiii= = = = = ===== = = = = ==== = ==i == = == = = === =ii== =iii= = =====iiiii=ii=i=ii = = = = = =i
RATIONAL r-Tsop HYDROLOGY
OLO IO
YD ( PR' RA1I BASED ON
SAN
1983 HYDROLOGY MANUAL
c « « « « « « « « « « « « « « « « « « « » » » » » » » » » »> )> » » » » >.
(C) Copyright 1983 Advanced Engineering Software (AES]
Especially prepared for:
S Y MCA S
Symplified Computer Aided Services
3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660
« « « « « « « « « « « « « « « « « « « » » » » » » » » » » » » » » » »» » >:
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 = 0.90
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.950
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400
COMPUTED RAINFALL INTENSITY DATA:
• STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9595
SLOPE OF INTENSITY DURATION CURVE = 0.5000
SBC HYDROLOGY MANUAL "C "- VALUES USED
« «« « « « « « « « « « « « « « « « « » » » >> » » » » » »» »» » » » » » >:
Advanced Engineering Software (AES]
SERIAL No. L1702
REV. 3.0 RELEASE DATE: 5/17/83
« «« «« «« «« « « « « « « « « « « » » »» >> » »» » » » » » »» » » » >:
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *,
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
_______=____=______________=____== _ =_= == = = = ==_ =______ ________ ==== =i=ii =l= ==
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *((LENGTH * *3) /(ELEVATION CHANGE)1**.2
INITIAL SUBAREA FLOW- LENGTH = 800.00
UPSTREAM ELEVATION = 1313.50
DOWNSTREAM ELEVATION = 1301.50
ELEVATION DIFFERENCE = 12.00
TC = 0.303 *(( 800.00 * *3) /( 12.00)] * *.2 = 10.177
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.330
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8230
SUBAREA RUNOFF(CFS) = 16.87
TOTAL AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = 16.87
P. 8 of 26
** ttttlt!!! f!! l ft t!! t!!!!!! f!!!t!!! f!! !!!!! t! t!!!t!!t!!!!!!t!!!!!! *!!!!!!!!t
ELOK PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6
1�►'' » »>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< s
UPSTREAM ELEVATION ' 72�Q.00 CUR9SHE GTHEINCHESON = =B. 1192.90
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET) = 50.00 STREET CROSSFALL(DECIMAL) =0.0200
SPECIFIED E
**TRAVELTIME COMPUTEDUSI G CARRYING
MEAN RUNOFF 2
EANFLOW(CFS) = 55.98
STREET FLOWDEPTH(FEET) = 0.64
HALFSTREET FLOODWIDTH(FEET) = 24.13
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.66
PRODUCT OF DEPTH &VELOCITY•91 TC(MIN) 36.09
STREETFLOW TRAVELTIME(MIN)
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.237
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7992
SUBAREA AREA(ACRES) = 75.30 SUBAREA RUNOFF(CFS) = 74.45
SUMMED AREA(ACRES) = 84.10 TOTAL RUNOFF(CFS) = 91.33
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.75 HALFSTREET FLOODWIDTH(FEET) = 29.38
FLOW VELOCITY(FEET /SEC.) = 5.18 DEPTH *VELOCITY = 3.86
••~ * * * * * * * * * * * * * * * *t * * * * * * * * * * * * *** * *t *t * *t * * * * * * *t* * * *t * * * * *t * * * * * * * * * * * * * * * *1
FLOW PROCESS FROM NODE 3.00 TO NODE 3.30 IS CODE = 6
» » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «<
= = =x
=-=-=-================================== ======= ====
- = _ =x = = = _ == = = = = = = == = = = = = = = = =x== = = = = = = === = = = == = =x=
UPSTREAM ELEVATION = 1192.90 DOWNSTREAM ELEVATION = 1112.50
STREET LENGTH(FEET) = 5360.00 CURB HEIGTH(INCHES) = 8.
STREET HALFWIDTH(FEET) = 50.00 STREET CROSSFALL(DECIMAL) =0.0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 125.47
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG TEE PARKWAY, ETC., IS NEGLECTED.
STREET FLOWDEPTH(FEET) = 0.82
HALFSTREET FLOODWIDTH(FEET) = 33.13
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.62
PRODUCT OF DEPTH &VELOCITY = 4.61
STREETFLOW TRAVELTIME(MIN) = 15.89 TC(MIN) = 51.98
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.031
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7890
SUBAREA AREA(ACRES) = 83.40 SUBAREA RUNOFF(CFS) = 67.83
SUMMED AREA(ACRES) = 167.50 TOTAL RUNOFF(CFS) = 159.16
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.88 HALFSTREET FLOODWIDTH(FEET) = 36.13
FLOW VELOCITY(FEET /SEC.) = 6.01 DEPTH *VELOCITY = 5.29
P. 9 of •
•************** f!!********* * ** ** .b* **** * * * **** * * * * * * * * * ** **
• FLOW PROCESS FROM NOL... 3.00 TO NODE 3.0c. .$ CODE -
» » >DESIGNAT! INDEPENDENT STREAM FOR CONFLUENCE « «<
4D CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MINUTES) = 51.98
RAINFALL INTENSITY (INCH. /HOUR) = 1.03
TOTAL STREAM AREA (ACRES) = 167.50
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 159.16
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * ** * * **
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL •2
TC = K *((LENGTH * *3) /(ELEVATION CHANGE)]**
.2
SUBAREA FLOW- LENGTH = 1000.00
UPSTREAM ELEVATION = 1253.70
DOWNSTREAM ELEVATION = 1238.70
ELEVATION DIFFERENCE = 15.00
TC = 0.303 *(( I000.00 * *3)/( 15.00)1 * *.2 = 11.127
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.228
SOIL CLASSIFICATION IS "A" = .8218
•• COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) = 14.28
TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 14.28
(::
* ******************************************** * * * * * * * * * ** * * * * * **** * * * * *** ** **
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6
» » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «<
_____________________ ________=========== _______________________________
UPSTREAM ELEVATION = 1238.70 DOWNSTREAM ELEVATION = 1136.70
STREET HALFWIT = 802 E
20.00 STREET CROSSFALL(DECIMAL) =0.0200
STREET gALFWIDTH(FEET)
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 154.23
** *STREET FLOWING FULL * **
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOWDEPTH(FEET) = 0.86
HALFSTREET FLOODWIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.53
PRODUCT OF DEPTH &VELOCITY = 6.48
STREETFLOW TRAVELTIME(MIN) = 17.71 TC(MIN) = 28.84
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.384
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8046
C SUBAREA AREA(ACRES) = 239.80 SUBAREA RUNOFF(CFS) = 267.01
SUMMED AREA(ACRES) = 247.60 TOTAL RUNOFF(CFS) = 281.30
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 1.10 HALFSTREET FLOODWIDTH(FEET) = 20.00
FLOW VELOCITY(FEET /SEC.) = 9.42 DEPTH *VELOCITY = 10.32
P. 10 of 26
•
•******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE • 4
» » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «<
» » >QSING USER- SPECIFIED PIPESIZE « «<
PIPEFLOW VELOCITY(FEET /SEC.) = 57.3
UPSTREAM NODE ELEVATION = 1136.70
DOWNSTREAM NODE ELEVATION = 1124.00
FLOWLENGTH(FEET) = 620.00 MANNINGS N = 0.013
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRQ SUBAREA(CFS) = 281.30
TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 29.02
********************************************* * * * * * ** * * * * * * * * * * * * * * * * ** * * ** **
FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.380
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8044
SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 20.42
TOTAL AREA(ACRES) = 266.00 TOTAL RUNOFF(CFS) = 301.72
_ - TC(MIN) = 29.02
********************************************* * * * * * * * * * * * * * * * * * * * ** * * * * * * * * **
FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 4
» » >COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
» » >USING USER- SPECIFIED PIPESIZE « « <
PIPEFLOW VELOCITY(FEET /SEC.) = 61.5
UPSTREAM NODE ELEVATION = 1124.00
DOWNSTREAM NODE ELEVATION = 1118.00
FLOWLENGTH(FEET) = 650.00 MANNINGS N = 0.013
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 301.72
TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 29.20
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8
------------------------- ---------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « <
___ == = = = = = = = =_ =_
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.376
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8043
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 4.31
TOTAL AREA(ACRES) = 269.90 TOTAL RUNOFF(CFS) = 306.03
TC(MIN) = 29.20
P. 11 of 26
now PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 4
» » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
» » >USING USER - SPECIFIED PIPESIZE « «<
PIPEFLOW VELOCITY(FEET /SEC.) = 43.3
UPSTREAM NODE ELEVATION = 1118.00
DOWNSTREAM NODE ELEVATION = 1115.30
FLOWLENGTH(FEET) = 675.00 MANNINGS N = 0.013
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 306.03
TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 29.46
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * ** * * * **
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « <
__ = = = = = = = = = = = = = = =_
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.369
SOIL CLASSIFICATION IS "A" .8041
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 12.66
TOTAL AREA(ACRES) = 281.40 TOTAL RUNOFF(CFS) = 318.69
TC(MIN) = 29.46
C ************************************************** **************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 4
» » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
» » >USING USER - SPECIFIED PIPESIZE « «<
PIPEFLOW VELOCITY(FEET /SEC.) = 33.1
UPSTREAM NODE ELEVATION = 1115.30
DOWNSTREAM NODE ELEVATION = 1114.30
FLOWLENGTH(FEET) = 325.00 MANNINGS N = 0.013
GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 318.69
TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 29.62
c
P. 12 of 26
. *** t*******************_* * : * * * * ** * * * * * * * * * * * * * * * * *,._t ** * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE - 8
-- N- --- --N-- -N
N - --
» » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «<
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.366
SOIL CLASSIFICATION IS 'A' .8039
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.62
TOTAL AREA(ACRES) = 284.70 TOTAL RUNOFF(CFS) = 322.32 •
TC(MIN) = 29.62
*****:****************** s*:** s**************: * * * : * * * * * * * *s * *** * ** * * *s * * * * **:
FLOW PROCESS FROM NODE 11.00 TO NODE 3.30 IS CODE = 4
» » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
» » >USING USER- SPECIFIED PIPESIZE « «<
__====================== = =____________________________
PIPEFLOW VELOCITY(FEET /SEC.) = 33.5
UPSTREAM NODE ELEVATION = 1114.30
DOWNSTREAM NODE ELEVATION = 1112.50
FLOWLENGTH(FEET) = 300.00 MANNINGS N = 0.013
GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SOBAREA(CFS) = 322.32
. TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 29.77
***:**********:*******:*****:*****:********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
C FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<< «
__-________________===========______________= = = = ==== = = = = =___________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MINUTES) = 29.77
RAINFALL INTENSITY (INCH. /HOUR) = 1.36
TOTAL STREAM AREA (ACRES) = 284.70
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 322.32
CONFLUENCE INFORMATION:
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
---------------------------------------------------------------------------
1 159.16 51.98 1.031
2 322.32 29.77 1.362
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
FORMULA(SBC) USED FOR 2 STREAMS.
VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:
403.07 413.46
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFF(CFS) = 413.46 TIME(MINUTES) = 29.768
TOTAL AREA(ACRES) = 452.20
c
0.
P. 13 of 26
************* * ** ***** *** ** **** **** ** ***** * ** *slut* * * **** **** * **********
FLOW PROCESS FROM NODE 3.30 TO NODE 4.00 IS CODE = 4
» » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « « <
» » >USING USER - SPECIFIED PIPESIZE « « <
PIPEFLOW VELOCITY(FEET /SEC.) = 32.9
UPSTREAM NODE ELEVATION = 1112.50
DOWNSTREAM NODE ELEVATION = 1109.50
FLOWLENGTB(FEET) = 600.00 MANNINGS N = 0.013
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 413.46
TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 30.07
****************************************** *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« « <
sas===s__===== a=====_______________ ____ = = ===s = = = == = = = = =_______ = = == =sass= =ass
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.355
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8036
SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 8.82
TOTAL AREA(ACRES) = 460.30 TOTAL RUNOFF(CFS) = 422.28
' TC(MIN) = 30.07
C **************************************************** ************************
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
____________________________________ ___________________________ = = == =ass=====
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.355
SOIL CLASSIFICATION IS "A'
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8036
SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 10.46
TOTAL AREA(ACRES) = 469.90 TOTAL RUNOFF(CFS) = 432.74
TC(MIN) = 30.07
sss== ==sass=====_
END OF RATIONAL METHOD ANALYSIS
c
P. 14 of 26
KAISER PERMANENTE MEDICAL CENTER
FONTANA, CALIFORNIA
JOB NO. 345 -01 -85
$YDROLOGY CALCULATIONS
fQR .
PROPOSED IMPROVEMENTS
c
c
' P. 15 of 26
• RATIONAL METE(.- HYDROLOGY COMPUTER PROGRAL. BASED ON
SAN BERNARDINO COUNTY (SBC)
1983 HYDROLOGY MANUAL
4 ; « « « « « « « « « « « « « « « « « « <» » » » » » » » » »» » » » »» » »»
(C) Copyright 1983 Advanced Engineering Software (AES]
Especially prepared for:
S Y M C A S
Symplified Computer Aided Services
3900 BIRCH ST., SUITE 105, NEWPORT BEACH CA., 92660
« « « « « « « « « « « « « « « « « « « » » » » » » » » » » » » »» » »» »»
-Pftt fia V
•
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 = 0.90
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.950.
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400
... COMPUTED RAINFALL INTENSITY DATA:
. 'STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9595
SLOPE INTENSITY DURATION CURVE = 0.5000
C SBC HYDROLOGY MANUAL "C "- VALUES USED
« «« « « « « « « « « « « « « « « « « » » » » » » » »» » »» »» » » » »»
Advanced Engineering Software (AES]
SERIAL No. L1702
REV. 3.0 RELEASE DATE: 5/17/83
« « «« «» » » »» »» » »» » » » » » » » »»
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
=a =ssssss==ss =s
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = R * ((LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH = 1100.00
UPSTREAM ELEVATION = 1155.10
DOWNSTREAM ELEVATION = 1139.00
ELEVATION DIFFERENCE = 16.10
TC = 0.393 *(( 1100.00 * *3) /( 16.10)] * *.2 = 15.046
0 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.916 •
OIL CLASSIFICATION IS "A" _ .6859
SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) 6.31
TOTAL AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) 1 6.31
tl •
* * * * * * * * * * * * * * * * * * * * * * * ** ** ***************** * * * ** * ***9` * * * * * * * * * * * * * * * * * * **
FLOM PROCESS FROM NODE 2.00 TO NODE 3.00 IS t...JS ■ 3
» »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « <
Q EPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 4.5
UPSTREAM NODE ELEVATION = 1139.00
DOWNSTREAM NODE ELEVATION = 1136.70
FLOWLENGTH(FEET) = 470.00 MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 6.31
TRAVEL TIME(MIN.) = 1.75 TC(MIN.) = 16.80
********** e**************************** ** * **** * ** * * * ** ** ****** * ** *** **
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« «<
_____________________________________________ _______________________________
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.813
SOIL CLASSIFICATION IS "A*
SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6766
SUBAREA AREA(ACRES) = 19.50 SUBAREA RUNOFF(CFS) = 23.92
TOTAL AREA(ACRES) = 24.30 TOTAL RUNOFF(CFS) = 30.23
..,TC(MIN) = 16.80
********************************************* * * * * * ** * * ** * * ** * * * * ** * ** * * * * * **
44 e L . OW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1
» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MINUTES) = 16.80
RAINFALL INTENSITY (INCH. /HOUR) = 1.81
TOTAL STREAM AREA (ACRES) = • 24.30
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 30.23
********************************************* * * * * ** ** * * * *** * * * * * ** *** * * * * * **
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
_____________________________________________ _______________________________
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = R * ((LENGTH * *3) /(ELEVATION CHANGE)1 * *.2
INITIAL SUBAREA FLOW- LENGTH = 1100.00
UPSTREAM ELEVATION = 1155.50
DOWNSTREAM ELEVATION = 1138.00
ELEVATION DIFFERENCE = 17.50
TC = 0 .393 *(( 1100.00 * *3) /( 17.50)1 * *.2 = 14.797
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.932
SOIL CLASSIFICATION IS * A * •
0 ACRE LOT) RUNOFF COEFFICIENT = .6872
to4BAREA RUNOFF(CFS) - 28.28
TOTAL AREA(ACRES) = 21.30 TOTAL RUNOFF(CFS) = 28.28
P. 17 of 26
** * * *s *s*ss*s * *sss*sssssss* *s* *** ****** ********s * * * */ s * * * * * * ** * * *** * * * **
FLOW PROCESS PROM NODE 5.00 TO NODE 3.00 IS CODE in 3
» »> COMPUTE PIPEFLOW TRAVELTIME THRQ SUBAREA « «<
» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.1 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 5.1
UPSTREAM NODE ELEVATION = 1138.00
DOWNSTREAM NODE ELEVATION = 1136.70
FLOWLENGTH(FEET) = 500.00 MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 28.28
TRAVEL TIME(MIN.) = 1.62 TC(MIN.) = 16.42
*****************:***:******:*****:*::*:***** : * * * * * * * * * * * * * * * * * * * * * * ** ** * * **
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 •
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « <
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
== = = = == =_ = = = = = = = = ==a== =a ==seas: = = = =_ = = = == = = =ss =a= = = =s : ==== =se==ws: = = = = == =ass = = = =ss= s
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MINUTES) = 16.42
RAINFALL INTENSITY (INCH. /HOUR) = 1.83
TOTAL STREAM AREA (ACRES) = 21.30
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 28.28
CONFLUENCE INFORMATION:
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 30.23 16.80 1.813
2 28.28 16.42 1.834
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
FORMULA(SBC) USED FOR 2 STREAMS.
VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:
58.19 57.82
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFF(CFS) = 58.19 TIME(MINUTES) = 16.799
TOTAL AREA(ACRES) = 45.60
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *1
FLOW PROCESS FROM NODE 3.00 TO NODE 6.00 IS CODE = 3
-------------------------------------------------------------------
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« « <
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
____________
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 13.5
UPSTREAM NODE ELEVATION = 1136.70
DOWNSTREAM NODE ELEVATION = 1124.00 •
FLOWLENGTH(FEET) = 620.00 MANNINGS N = 0.013
4:: ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 58.19
TRAVEL TIME(MIN.) = 0.77 TC(MIN.) = 17.57
P. 18 of 26
FLOW PROCESS FROM NODE 3.00 TO NODE 6.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« «<
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR)
= 1.773
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8145
SUBAREA AREA(ACRES) 59.90 SUBAREA 20.65
78.84
TOTAL AREA(ACRES)
TC(MIN) = 17.57
*************** ************************** * * * * * *** * * * * * ** ** * * * * * * * * * * * *** *ors --
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3
» »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
s == ====== = = = = == ========================= = === = === ==== ==== == === == ===3 ====
DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.7
UPSTREAM NODE ELEVATION = 1124.00
- DOWNSTREAM NODE ELEVATION = 1118.90
FLOWLENGTH(FEET) = 550.00 MANNINGS N = N 0.0 OF PIPES = 1
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS) = 78.84
TRAVEL TIME(MIN.) = 0.85 TC(MIN.) = 18.42
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 8
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
_ _=-=-==================================
_ _ _ _ _ _ _ _ _ _ _3 3333 = =3 3 =3=== ______ ====33 333=33 = =33=
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.732
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8137
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.10
TOTAL AREA(ACRES) = 62.10 TOTAL RUNOFF(CFS) = 81.94
TC(MIN) = 18.42
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3
» »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
--=============== == === == == == =- == = === == = --_s == =sss = 3 = === = =_-- ==========s = =s
DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.7
UPSTREAM NODE ELEVATION = 1118.90
DOWNSTREAM NODE ELEVATION = 1118.00
FLOWLENGTH(FEET) = 100.00 MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES - 1
PIPEFLOW THRU SUBAREA(CFS) - 81.94
TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 18.58
P. 19 of 26
•
*********** ******************************** * t **** * *** ** *** * * * * ************ *t
FLOW PROCESS FROM NODE 7.00 TO NOD E 8.00 IS CODE a 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« «<
====== ============_ a 1.724
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR)
SOIL CLASSIFICATION IS +A VOFF COEFFICIENT .8135
COMMERCIAL DEVELOPMENT RU.
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.38
TOTAL AREA(ACRES) = 63.80 TOTAL RUNOFF(CFS) = 84.33
TC(MIN) = 18.58
********************************************* * * * * ** * * * * * * * **** **t : * :****s* *-
FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3
» » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« « <
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « « <
== = = == = == == == ==_==
DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.4
. UPSTREAM NODE ELEVATION = 1118.00
DOWNSTREAM NODE ELEVATION = 1116.50
FLOWLENGTH(FEET) = 450.00" MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 84.33
TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 19.59
********************** *********************** *** *** * *** *t ** * * ** *************
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE .= 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
___________________ ____________= = = = =a=== = = = == === ==
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.679
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8125
SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 15.69
TOTAL AREA(ACRES) = 75.30 TOTAL RUNOFF(CFS) = 100.02
TC(MIN) = 19.59
********************************************* ** * *** ** ** ************* * * * * * * **
FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3
» »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 9.3
UPSTREAM NODE ELEVATION = 1116.50
DOWNSTREAM NODE ELEVATION = 1115.30
FLOWLENGTH(FEET) = 225.00 MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 100.02
TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 20.00
P. 20 of 26
!41**** ***..************************.********* * *** * * * * * *** * * * * *** * * * * * * * * * **
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8
- - --
» » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «<
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.662
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8122
SUBAREA AREA(ACRES) = 78.60 TOTALARUNOFFNCFS)C =5) 4.45
TOTAL 104.47
TC(MIN) = 20.00
*************** ****************************** * *** * * * *** * * * * * * * * * * * *s * * * ** * **
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3
» » >COMPUTE PIPEFLOW TRAVELTIME THRQ SUBAREA« «< •
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « <
=== = = = =____ _________________===== == = = = = =_______________ = = = = === ==
DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.6 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.9
UPSTREAM NODE ELEVATION = 1115.30
DOWNSTREAM NODE ELEVATION = 1114.50
FLOWLENGTH(FEET) = 325.00 MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPEFLOW THRQ SUBAREA(CFS) = 104.47
TRAVEL TIME(MIN.) = 0.79 TC(MIN.) = 20.78
C ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« «<
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.630
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8114
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.37
TOTAL AREA(ACRES) = 81.90 TOTAL RUNOFF(CFS) = 108.84
TC(MIN) = 20.78
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * ***
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3
» » >COMPUTE PIPEFLOW TRAVELTIME THRQ SUBAREA« «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
_____== = = == =__ =__ =_= __= = == = === = == = = === =ass === = =____ = = = = == = = = =s = = ==
DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 9.9
UPSTREAM NODE ELEVATION = 1114.30
DOWNSTREAM NODE ELEVATION = 1112.50
FLOWLENGTH(FEET) = 300.00 MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 108.84
TRAVEL TIME(MIN.) = 0.51 TC(MIN.) = 21.29
ttt*stst*sstts* *t *st *t! tttt*t*tts* ****t *s**** * * ** ** * ** * * **** *** *** * *** **
?LOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE is 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MINUTES) = 21.29
RAINFALL INTENSITY (INCH. /HOUR) = 1.61
TOTAL STREAM AREA (ACRES) = 81.90 108.84
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE
********************************************* * * * * * * ** * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 15.00 TO NODE 15.10 IS CODE = 2
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « <
_= _ =__====================== = = == == = = === = = = = = = = = = = = ==____ = ==
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = R *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH = 1000.00
UPSTREAM ELEVATION = 1192.80
DOWNSTREAM ELEVATION = 1177.80
ELEVATION DIFFERENCE = 15.00
TC = 0.303 *(( 1000.00 * *3) /( 15.00)] * *.2 = 11.127
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.228
• SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8218
SUBAREA RUNOFF(CFS) = 12.82
TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 12.82
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 IS CODE = 6
» » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« « <
UPSTREAM ELEVATION = 1177.80 DOWNSTREAM ELEVATION = 1152.30
STREET LENGTH(FEET) = 1750.00 CURB HEIGTH(INCHES) = 8.
STREET HALFWIDTH(FEET) = 50.00 STREET CROSSFALL(DECIMAL) =0.0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 23.17
STREET FLOWDEPTH(FEET) = 0.61
HALFSTREET FLOODWIDTH(FEET) = 22.63
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.36
PRODUCT OF DEPTH &VELOCITY = 2.67
STREETFLOW TRAVELTIME(MIN) = 6.68 TC(MIN) = 17.81
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.761
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8143
SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 20.51
SUMMED AREA(ACRES) = 21.30 TOTAL RUNOFF(CFS) = 33.32
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.67 HALFSTREET FLOODWIDTH(FEET) = 25.63
FLOW VELOCITY(FEET /SEC.) = 4.93 DEPTH *VELOCITY = 3.31
P. 22 of 26
FLOW PROCESS FROM NODE 15.20 TO NODE 15.20 IS CODE = 8
C » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.761
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8143
SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 25.24
TOTAL AREA(ACRES) = 38.90 TOTAL RUNOFF(CFS) = 58.56
TC(MIN) = 17.81
************************************ s******** * * * * * * * * * * * ** * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 15.20 TO NODE 16.00 IS CODE = 3
•
» » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « <
============_=_= = = = = = = = = =_ == _ = = = === ==== == ====a= =ai == =a =a= = == == = = == ==s== ====
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 11.8
UPSTREAM NODE ELEVATION = 1152.30
DOWNSTREAM NODE ELEVATION = 1143.30
FLOWLENGTH(FEET) = 600..00 MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPEFLOW THRO SUBAREA(CFS) = 58.56
TRAVEL TIME(MIN.) = 0.85 TC(MIN.) = 18.66
******************************************** * * ** * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« <
ss - - -= ___ = _ == ==_=a s===== =a= ===== = == = = =m==== === =========
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.721
SOIL CLASSIFICATION IS "A" •
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8134
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 6.58
TOTAL AREA(ACRES) = 43.60 TOTAL RUNOFF(CFS) = 65.14
•
TC(MIN) = 18.66
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
ss====== = = = == = = = = = = = = = == = == === = =m= = ==== ass=== = =a = ===m= ===== -- ===a===== =
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.721
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8134
.SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 5.74
TOTAL AREA(ACRES) = 47.70 TOTAL RUNOFF(CFS) = 70.88
TC(MIN) = 18.66
c
momemow
** ** ** * * * * * * * * * * * * ** * ** * * * ** * * * * ** * * ** * * * ** * * * * * ** ** **,tats.* * ****** * *** * ***
PLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8
C > » »ADDtTION OF SUBAREA TO MAINLINE PEAR FLOW« «<
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.721
SOIL CLASSIFICATION IS 'A'
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8134
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.06
TOTAL AREA(ACRES) = 50.60 TOTAL RUNOFF(CFS) = 74.94
TC(MIN) = 18.66
******************* s********************** s** * * * * * * * ** * ** ** * * * * * * * ** * * * * ** **
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3
» » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
== s =-= =-ss_====___________==== == == = = = = =______________ = = = = =s ==
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 12.5
UPSTREAM NODE ELEVATION = 1143.30
DOWNSTREAM NODE ELEVATION = 1123.80
FLOWLENGTH(FEET) = 1300.00 MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 74.94
TRAVEL TIME(MIN.) = 1.73 TC(MIN.) = 20.39
C **************************************************************** ***********
FLOW PROCESS FROM NODE . 17.00 TO NODE 17.00 IS CODE = 8
» »> ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« «<
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.646
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8118
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.41
TOTAL AREA(ACRES) = 53.90 TOTAL RUNOFF(CFS) = 79.35
TC(MIN) = 20.39
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 8
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «<
s=sss==sss=sa= as= = = = =_______ = = = = =sas = = =sas ==--= Hes=s -=a as=s=====
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.646
SOIL CLASSIFICATION IS AN
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8118
SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 12.56
TOTAL AREA(ACRES) = 63.30 TOTAL RUNOFF(CFS) = 91.91
TC(MIN) = 20.39
c
P. 24 of 26
•**::*******."**********:*:"::::***:*****:*** * * * * * * : : * * * : : : : * * * * * : : * : *: : * * **
PLOW PROCESS FROM NODE 17.00 TO NODE 12.00 IS CODE = 3
C » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « <
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 13.2
UPSTREAM NODE ELEVATION = 1123.80
DOWNSTREAM NODE ELEVATION = 1112.50
FLOWLENGTH(FEET) = 750.00 MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 91.91
TRAVEL TIME(MIN.) = 0.95 TC(MIN.) = 21.34
**:******************:***:**********:***:**:* * * * *: : : * : : * * : : * : : * * * * * * * * : * * *t:
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « <
========== ===================================================== _______
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.609
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8109
SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 9.13
TOTAL AREA(ACRES) = 70.30 TOTAL RUNOFF(CFS) m 101.04
TC(MIN) = 21.34
* * * * ** :****:: * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« « <
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.609
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8109
SUBAREA AREA(ACRES) '= 14.30 SUBAREA RUNOFF(CFS) = 18.66
TOTAL AREA(ACRES) = 84.60 TOTAL RUNOFF(CFS) = 119.69
TC(MIN) = 21.34
P . 25 of 26
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
C » » >DESIGNATE INDEPENDENT STREAK FOR CONFLUENCE « «<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAK VALUES « «<
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MINUTES) = 21.34
RAINFALL INTENSITY (INCH. /HOUR) = 1.61
TOTAL STREAM AREA (ACRES) = 84.60
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 119.69
CONFLUENCE INFORMATION:
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 108.84 21.29 1.611
2 119.69 21.34 1.609
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
FORMULA(SBC) USED FOR 2 STREAMS.
VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:
228.25 228.41
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFF(CFS) = 228.41 TIME(MINUTES) = 21.341
.,. • . TOTAL
AREA(ACRES) = 166.50
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
()FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 3
» »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« « <
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 11.1
UPSTREAM NODE ELEVATION = 1112.50
DOWNSTREAM NODE ELEVATION = 1109.50
FLOWLENGTH(FEET) = 600.00 MANNINGS N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 228.41
TRAVEL TIME(MIN.) = 0.90 TC(MIN.) = 22.25
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
______ ===== =____= === _ =_ =___ =__
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.576
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8101
SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 10.34
TOTAL AREA(ACRES) = 174.60 TOTAL RUNOFF(CFS) = 238.74
C C(MIN) = 22.25
P. 26 of 26
r .•
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8
» » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« «<
10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.576
SOIL CLASSIFICATION IS 'A'
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8101
SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 12.25
TOTAL AREA(ACRES) = 184.20 TOTAL RONOFF(CFS) = 251.00
TC(MIN) = 22.25
_=_==================================== ==================
END OF RATIONAL METHOD ANALYSIS