HomeMy WebLinkAbout3166; PALOMAR AIRPORT ROAD; HYDROLOGY REPORT; 1991-10-18P&D Technol
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an employee-owned company, provides V
multidisciplihary services to the public and
private sectors in-the fields of planning,
engineering, environmental, transportation,
aviation, and economics. Employing over
200 professionals, P&D. maintains
corporate headquarters in Orange,
California with regional and project offices
throughout the United States.
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COUNTY OF SAN DIEGO
• ' "
I HYDROLOGY REPORT'
FOR
EL CAMINO REAL AND PALOMAR
I ' AIRPORT ROAD WIDENING
I
Prepared for:
I ' THE CITY OF CARLSBAD •
2075 LasPa1mas Drive'
Carlsbad, California 92009
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•
Submitted By:
.41 '' '' • : P&D TECHNOLOGIES
401. West "At' Street
Suite 2500
San Diego, California 92101 '
I , Engineer of Work:
. J. Roger Hocking 40098 Date
OctOber18, 1991
Job Number 10365.00
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Map Pocket
TABLE, OF CONTENTS
1.0 INTRODUCTION
11 Purpose
1.2 Watershed Description
20 METHODOLOGY
30 RESULTS
40 CONCLUSIONS
50 REFERENCES
Exhibit 1. 1VICINITYMAP ..
60 RUNOFF METHOD OUTLINE
APPENDICES
APPENDIX I: Methodologdy Approach Letter.
APPENDIX II Design Charts
APPENDIX III: , 10-Year Peak Discharge Calculations Under
Developed Conditions Using The Computerized
Rationale Method.
APPENDIX IV:' 507Year Peik Discharge Calculations Under
Developed Conditions Using The. Computerized
Rationale Method
APPENDIX, :' 100-Year Peak Discharge Calculations Under
Developed Conditions Using the Computerized
Rationale Method
APPENDIX VI: Catch Basin (Inlet) Design Tables -
APPENDIX VII: Hydraulic Grade Line Calculations
EXHIBITS
EXHIBIT 1 Vicinity Map
EXHIBIT 2
a
Hydrology Map
,
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10 INTRODUCTION
I P&D Technologies was retained on behalf of the City of Carlsbad to produce a Final Design
for full-width street improvements of El Camino Real from Faraday Avenue to Palomar
I Airport Road. Additionally, there will be a section of Palomar Airport Road included. El
Camino Real is to be designed as a Prime Arterial Roadway. The Palomar Airport Road'
I segment will be designed as a Prime Arterial as well
11 PURPOSE
- -• - - -
The purpose of this study is to detail the hydrologic analysis and complete culvert sizing
I requirements for this street improvement project in order to insure adequate storm drain
design capacity.
I 12 WATERSHED DESCRIPTION
I
The existing roadway alignment of both El Camino Real and Palomar Airport Road in the
project area roughly follow a small ridge As a result, the drainage basins formed by the
existing roadway are small The drainage basin divisions range in size from 2.5 to 23.3
I acres (After the 233 acre basin the next largest is 8.9 acres)
20 METHODOLOGY
Per the City of Carlsbad requirements, all the hydrology computations as well as the
preliminary hydraulic design are in accordance with both the City Standard Design Criteria
and the County of San Diego Design -and Procedures Manual. (Please see Section 5.0
I REFERENCES for a complete listing)
I
I V
Our method of approach, which was outliiied in a letter to Daniel Clark, dated May 3, 1990,
has not changed significantly. The letter is included as Appendix I The following minor
revisions should be noted:
1 Item 4 - The San Diego County Design Manual "Hydrologic Soil Classification"
charts were used to determine the soil groups
2.1 Item 10 - The 3 different storm event calculations will be completed for only the
adjusted 6-hour storm per the intensity-duration design charts
3 Item 11 - With regard to the isopluvial charts, the precipitation values selected were
the conservative or larger values and, as such, no "averaging" of isopluvial quantities
was required
30 RESULTS
The computerized results of the previously described Rationale Method for the 10, 50, and
100-year storm events are included in Appendices III through IV, respectively. These results
were then utilized in the Improvement Plan Design
40 CONCLUSION
this report represents a final hydrology study The results of the hydrologic analysis were
used as the basis for the final hydraulic 'design. The items which have been completed
include the hydrology for both the on- and off-site areas for the 10, 50, and 100 year storm
events
Hydraulic design elements which have been acèomp1ished thus far include: the mapping of
existing culverts, the location and sizing of curb inlets, as well as the location of new culvert
crossings and their respective sizing
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In conclusion, the Street improvements to El Camino Real and Palomar Airport Road will.
not adversely effect any adjacent property owners. Further, it is anticipated that the new
I proposed curb inlets will greatly improve the safety of these roadways by mitigating surface
water flooding and runoff.
I
50 REFERENCES
I
I City of Carlsbad, 6/87, Standard Drainage Design Criteria unpublished Pages 32-37
City .of Carlsbad; 4/87; General Plan Map;
I City of San diego, 9/88; Standard Drawings:' Document No 76910
I County of San Diego; 1/85; Design and Procedure Manual: San Diego County Department
of Public Works Flood Control Division
I Soil Conservation Service (SCS); 12/173; Soil Survey of San Diego Area, California, Parts
I and II: United States Department of Agriculture.
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EXHIBIT I
FARADAY
DRIVE LU
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25 LU
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ROAD
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NORTH
NO SCALE
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C. DESIGN RUNOFF METhOD
The hydrologic analysis utilized for design of facilities recorrrnended
in this report is the Rational Method
The Rational Formula is Qp = CiA where
Qp The peak discharge in cubic feet/sect
* 1 Acre in/hr. = 1.008 cubic feet/sec
C Runoff Coefficient (Dimensionless)
i = Rainfall intensity (inches/hour)
A = Tributary drainage area (Acres)
If rainfall is applied at a uniform rate to an impervious area, the
runoff attributed to this area would eventually reach a rate equal to the
rate of precipitation The time required to reach this equilibrium is term-
ed the time of concentration
For small impervious areas one may assume that if precipitation persists
at a uniform rate for at least as long as the time of concentration the peak
discharge will equal the precipitation rate.
0 DESIGN PROCEDURE
The following procedure was used in calculating quantity of storm flow
at various locations along the route of the proposed storm drains Whenever
the term "Manual" is used, it refers to the "DESIGN AND PROCEDURE MANUAL OF
SAN DIEGO COUNTY FLOOD CONTROL DISTRICT';dated December 1969. The general,
procedure was developed by Los Angeles County Flood Control District and has
been modified herein for use in San Dieao County.
1. On the drainage map divide the runoff area into subareas of from
20 to 100 acres These divisions should, if possible, be based on the
topography, soil type, and the land development. The size of the initial
area should be chosen such that the length of travel for the water from the
f-
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'e C211 01
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most remote point to the point of concentration should n0t exceed 1,000 feet
if possible be near 500 feet and be' ofa generally. uniform slope.
2. Determine the quantity of water for the initial 'area.
I a. Estimate the initial time of concentration. This can be
I obtained from appendix X-A of the Manual", (Figure 2).
b. Determine the type of soil from "Hydrologic .Soil Groups -
Runoff Potential" maps of'the CountySoils interpretation
study.
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I 3.
Determine the ultimate lan&use from the CarTsbàd General
Plan.
Obtain the runoff coefficient .C" from Table 2..
Obtain the intensity (i) from Appendix II "Rainfall Curves
for County of San Diego" of the "Manual" (Figure 3).
Calculate the quantity, of.water (Q) from the "Rational
Equation", Q CiA. r
Determine the quantity of water for subsequent subareas as follows:
Determine the water route from the point of concentration of
the previous subarea to the, point of concentration of the
subarea in question. •- . -
Calculate the time necessary for the quantity of water arriving
at this subarea to pass thrugh to its point of concentration
by the above route. The physical properties of this route must
be considered and the,veloci.ties obtained from the following:
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(1) If traveling in.a street the velocity can be figured
from Appendix X-D, "Gutter and R wa' Discharged -
.Velocity Chart" of the "Manual" (Figure 4).
(2) . -If traveling in a ditch, pipe or other regular section
calculate the velocity, 'from the actual section. • -•
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- 7 SAN DiEGO, CA' 92101
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I (3)
H
If traveling in .a natural watercourse the velocity
can be derived from Figure 1 , Velocity In Natura I Valley Channels.
I c. Measure the length of flow to te point of inflow of the nex
t
subarea downstream. From the velocity compute the time of flow
I and add this time to the time for the first area to deter
m
i
n
e
a
time of concentration.
I
new
When determining the time of concentration
(Ta), the ex-
I pected future drainage facility and route is used to determ
i
n
e
velocity and travel time Wherever junctions occur, or
I there is a change in slope or drainage facility, it is ne
c
e
s
s
a
r
y
to calculate the velocity and travel time for the preceding I reach. The slope of the Hydraulic grade line is generally
I assumed to be parallel to the grade slope.
A. calculate Q for the second subarea, using the new time of con-
centration and continue downstream in similar fa
s
h
i
o
n
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n
t
i
l
a
junction with a lateral drain is reached.
I e. Start at the upper end of the lateral and carry its
Q down to
the junction with the main line.
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4. Compute the peak 0 at each junction. Let 0A' TA' 'A' corres-
ponding to the tributary area with the longer time of con
c
e
n
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tration. Let Q8, 18, IB, correspond to the tributary area with
I the shorter time of concentration and
Q, 1 correspond to the
peak Q and time of concentration when the peak flow occurs. 1 areas same of If the tributary have' the time concentration,-
the tributary'qs are added to obtain the Peak
Q.
0p
'
1 If the tributary areas have different times of conce
n
t
r
a
t
i
o
n
,
the smaller of the, tributary Q's must be crrecte
s,fpilpj,, I
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The usual case is where the tributary area with the
longer time. of concentration has the larger Q. In
this case', the sainller Q. is corrected by a ratio
I the intensities and added to the larger Q to obtain
I .the peak Q. The tabling is then continued downstream
using the longer time of: concentration - -
I IA
I A A + Q8 Tp = TA
In some cases, the tributary area with the shorter ç
of conceiitration has the larger Q. In this
I
time
case, the smaller Q is corrected by a ratio of the
times of concentration and added to the larger Q
to obtain the peak Q. tabling is then continued ,The
I downstream using the shorter time of concentration. V
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92101
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.. PHONE 232-4466
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- APPENDIX I:
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I Methodology Approach Letter. -
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I . .-.. P&O Technologies Planning
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401 W A Street Engineering
- .. Suite 2500 Transportation
San Diego. CA 92101 Environmental FAX 619/2343022 Economics
- 619 232-4466,7 'Landscape
Architecture
An Employee-Owned Company
I July 17, 1990 .' . .
.
10365.00
I Mr. Daniel Clark, -P.E., Project Manag'er',' S
City of Carlsbad
Municipal Projects .
I
2075 Las Palmas Drive '
Carlsbad, CA 92009 .
.
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.Re: El Camino Real/Palomar Airport Road Hydrology
Dear Mr. Clark:
The purpose of this letter is to summarize the understanding of the hydrological aspets
of this project.
The following list is summary of anticipated. methodology:
I
1. All drainage design and requirements will be in accordance with the latest City
of Carlsbad Master Drainage Plan; -
The hydrologicanalysis will be conducted per. the County of San Diego Hydrology
I Manual dated January, 1985;-
Hydrologic Design will be completed in accordance with the City of Carlsbad
I Standard Drainage Design Criteria (pages 32-37) dated June, 1987;
The SCS's Soil Survey of San Diego Area. California datd December, 1973, will
be used to determine the soil groups;
I S. The Rational Formula will be employed;
6. A Hydrology and Hydraulics Report ciiplete with input parameters, assumptions,
calculations, and references will be assembled and 'submitted to the -City for final
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approval;
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I , Mr. Daniel Clark, P.E.
July 17, 1990 ''.
Page :
As currently envisioned, the calculations will be done using the corresponding
computer program, and the computer generated printouts will be included in the
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final report; -
The calculations will be conducted assuming full post-development conditions as
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depicted on the. current , Genera] Plan Map for the City of Carlsbad dated April,
1987;
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,9. For 'watersheds that are designated to remain natural open space (OS), ten
minutes will be added to the computed time of concentration in accordance with
Appendix X-A of the County of San Diego Hydrology Manual;
I 10. The 10, 50 and 100-year, 6 and' 24-hour storms will be calculated ,for this study;
I
'11. Numerous site visits have been conducted from which it has been determined that
portions of the site follow a ridge. As such, drainage basins will be very small,
contributing only nuisance water with the exception of one or two areas located
at the "airport quadrant". Based upon this information and the fact that the,
project bisects numerous isopluvials and small drainage basins, it is being proposed
that an average isopluvial value be calculated for the nuisance water areas only;
'I
and
12. Hydraulic structures will be recommended for ultimate roadway width buildout of
126 feet.
Should any of the above referenced items not be acceptable to the City, please contact
I us within ten (10) days of receipt of this letter,as we are currently progressing in this
direction. In addition, please feel free 'to, call us at any time should you have any
- questions or require additional information. ' -
i that it is within the range of 45% to 65% of
the 24 hr. precipitation. (Not applicable
to Desert)
1jft f itttii 4..... .i. :i! 3) Plot 6 hr. precipitation on the rlht side
i h: of the chart.
J41 4) Draw a line through the point parallel to the
plotted lines.
: 5) T: line is the intensity-duration curVe for
.16 0 the location being analyzed.
4.0
3,5 n Pl;c ti ndF;rm (0 yr.
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1.0 *Not Applicable to Desert Region
2.3 456 I
APPENDIX XI
IV-A-14
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- - - - -' -, - - - - - - - - - - - - -
INTENSITY-DUMTWrI DESIGt.! CHART
iiJI -Ir T1T1iTfl1Tu111.h14 itrrmii.wi,iinrr. • $ i...nun4rhni
645 Directions for Application:
& I. Equa
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tion: I •7.44 P6 D 1) From precipitation maps determine 6 hr. and
- I Intensity (In./Hr.) 24 hr. amoints for the selected frequency.
-r i ' hthS These maps are printed in the County Hydroloç
I P6 6 Hr. Precipitation (In.) Manual (10, 5() and 100 yr. maps included in I
i '• .iih fm. Design and Procedure Manual),
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' ,[i' 1.•D Duration (Mm.)
nrl 2) Adjust 6 hr. precipitation (if necessary) so 1 1 1"H[J1:1,,. 1,l!1Ji I.: II
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10 15 20 30 40 50 1
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ART
Directions for Application:
1) From precipitation maps determine 6 hr. and
24 hr. amoUnts for the selected frequency.
These maps areprinted in the County Hydroloç
• Manual (10, 50 and 100 yr. maps included in t
Design and Procedure Manual).
Adjust 6 hr. precipitation (if necessary) so
that it is within the range of 45% to 65% of
the 24 hr. precipitation. (Not applicable
to Desert)
Plot 6 hr. precipitation on the right side
of the chart.
Draw a line through the point parallel to the
plotted lines.
This line is the intensity-duration curve for
the location being analyzed.
Application Form:
0) Selected Frequency 50 yr.
1) P6 Z.1 In., P24'1.Z
*
P24
Adjusted Z.1 in.
t __________min.G CAL JLzflc4:
1 in/hr.
*Not Applicable to Desert Region
I . APPENDIX XI
IV-A-14
PnwicnA i/or:
INTENSITY-DURATION DESIGN CH
iC. rrj ryr rTtiTrfln.I •itTTTnu.uu,umrr . . i I i.i LI III I rr;rhr
• I Equation: I D645
7. L I - Intensity (In./Hr.) & -
i . it1iiTft1i 6 Hr, Precipitation (In.)
£ • I I "I! 1 .. D Duration (Mm.)
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10 15 20 30 40 50 1 2 . 3 456
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— — — — — —. — — — — — — — — — — —
INTENSITY-DUMTIUr4 DESIGN CHART .
ET jTi 7I 1 iT1lTirT1iuIi ' r'ifInu.,uuunrr • Lk It n;rhn
Equation: I 7,44 p6 D645
t Ii I • Intensity (In./Hr.)
t i P6 a 6 Hr. Precipitation (In.)
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Directions for Application:
From precipitation maps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are 'printed in the County Hydroloç
Manual (10, 50 And 100 yr. maps included in I
Design and Procedure Manual).
Adjust 6 hr. precipitation (If necessary) so
that it is within the range of 45% to 65% of
the 24 hr. precipitation.. (Not applicable
to Desert)
Plot 6 hr. precipitation on the rit side
of the chart.
Draw a line through the point parallel to thc
plotted lines.
This line is the Intensity-duration curve for
the location being analyzed.
Application Form:
0) Selected Frequency /00 yr.
1) P6= Z.75j,, P24'.4q *p6
P24
Adjusted *6 .75 in.
t mm. See CULATLONS
1 = in/hr.
*Not Applicable to Desert Region
15 20 30 40 50 1 2 . 3 4 5 6
I . APPENDIX XI
IV-A-14
- Ti --- NNWaw- -
COUUTY OF SAN DIEGO 1O-YE1tR 6-HOURPRECIPITATION DEPARTMENT OF SANITATION &
FLOOD CONTROL 'lB- S6LWJIP1S CF iO-VE(W G-HOUli
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U.S. DEPARTME IT or COMMERCE •1 ' J'CU. .4
NAT,ONM.. OCEANIC AND AT OSPI(ERIC ADMINISTRA
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SPECIAL STUDIES DRANCII. OFFICE OF I DROLOOY, NATIONAL W
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COUNTY OF SAN DIEGO
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FLOOD CONTROL s. 10-YEfl 24410UR PRECIPITATION
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PR ECIPITATION RI ETHS OF AN RICU
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NATIONAL OCEANIC AND AT .1r)SMIRRIC ADMINISTRATION
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DEPARTMENT OF SANITATION &• 50-YEAR 24-HOU PRECIPITATION
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PRECIPITATION I TENTHS OF MI INCH
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FLOOD
SANITATION & 100-YEA 8-11IJi PRECIPITATINN
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COUNTY OF SAN DIEGO 100 -YEAR 'i ,ini n nn DEPARTMENT OF SANITATION & IUU-IUU( L'lliJ( PRECIPITATION
FLOOD CONTROL
'20-'ISOPLUVIALS OF 100 -YEAR 24-11OUR
PRECIPITATION lfljENTI1S OF AN INCH
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DISCHARGE (C. F S.)'
- EXAMPLE:
Given: Q= 10. S: 2.5%
Chart gives: Depth 0.4, Velocity '4.4 f.p.s
/
SAN DIEGO.. COUNTY .' GUTTER AND ROADWAY
DEPARTMENT OF SPECIAL DISTRICT SERVICES DISCHARGE -VELOCITY CHART
DESIGN MANUAL
APPROVED ___
__C1,6 ___________ DATE _______ APPENDIX x-b
: -TABLE2
I RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN) I Coefficient, C
Soil Group ()
Land Use -. I A B C
Residential: - -
-
I Single Family .1+0 .1+5 .50 .55
Multi-Units .1+5 .50 .60 .70 1 Mobile homes .45 .50 .55 .65'
I
' Rural (lots greater than 1/2 acre) .30 .35 .1+0 .1+5
comerciai(2) ' .70 .75 .80 .85 80% Impervious ' •
I Industrial(2) '' ' , .80 ' ' .85 .90 .95 • 90% Impervious
I
•-
NOTES:
I Soil Group -maps are availab-1e'ät-theoffices -of the Department of Public Works.
: (2)Where actual conditions deviate significantly from the tabulated impervious- ness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, In no case shall the final coefficient be less than 0.50., For example: Consider commercial property on D soil-group.
Actual imperviousness 50%
I .
- Tabulated imperviousness 80%
Revised C 2 x 0.85 0.53
- -
80 -
I I
' - ' - -• ;- • IV-A-9 - -
- -
APPENDIX IX-B -
-•. Rev. 5/81
N EQ1/,QT/M/
f3L\385 - TcH ) —510.010 - z a! concen/,tz//a'l
I $ Lenq/h of iva/er.shed
/1 Di//erence in c/eva//On alang - e//ec/ive s/one line (See pena %&) —3000
L
4--24,0
ID— - - - - --. -
-'
sloe
-
- .- 5- -
-SOD-
_41010
- -70
-
- 6 3010
—SD
—200 2-
-
- ---
=
- -
-
- -/8 - -/6
\\ —2000 -/2
1 'NOTE - /60L' - /0
.-I400 -9 ZU.W
NATURAL WATERSHEDS]
/
' 0 -8 1FOR
-210 1 ADO TEN MINUTES TO P —/10010 - 7 COMPUTED TIME OF CON- —900 —800 —6 CENTIION____J --=--- -=--- - - — - -7,0,0
—/0 —5_DO
_100
-300
-5••• •'.' -
— 200
N z
SAN DIEGO COUNTY NOMOGRAPH FOR DETERMINATION
DEPARTMENT OF SPECIAL'DISTRICT SERVICES OF TIME OF CONCENTRATION (Ic)
FOR NATURAL WATERSHEDS DESIGN MANUAL
APPROVED - DATE /2/I/eq I
I
I
-(2 -
I .
,.-600
(2) (3)
-,500 EXAMPLE. • 8 - 10 -'0 -
— 400 5 2 eo. 0 75 Cfs ... 6 -
- 0/8 I 5 C fe/f I. - - ..7 -8 I . .
mw w
- 300
'
nlet z: 1: , ...:
.200 (2) 1 .90 3.8 - 4 - 5
. .
. (3) - 205 4.1 - 4 . .. .
-7 . -
I -3
-I00. .
-3
-3
- -6
-80 . ..2-_-
I
-.
. cr---
- -60 U
U)
LL 5,0 C.) • -, t_I5 -I— .. .
- 0
-40 . . 7 .
-IS
1.5 . - . U-
.- • -
V
03 .
2.• . ,. • U .
. d-2O - . . cc
_--- . ca
-
1.0
. . - i-A-91*
1.0 -L0 I
•
. . .
.
.. 7 A I. oi
Fo
T
::_:: 1 I 77
IJ-
- 2 - .HW SCALE WING WALL
X
- 7
-.6
7
• - . . .
., ,_ _ D FLARE . .
cc (I). •30' to 75 -
(2) 90nd I5 - -.6 . - -
.
- (3) 0 (.et.flsons -.5
- 2 of sides)
TO one ICOtO (2) or (3) pre(.ct
horizontally to scale (I) the - on. straight •ocl.n.d line tnrogn -.4
-
0 and 0 icel.t.er q•,erne as
-.4
•
HEADWATER DEPTH
..
•.. FOR BOX CULVERTS - .
.. .
WITH INLET CONTROL * I 8VOE°u o' et.c R0a05
I
I • 18 -OF 193 -
-
II-17
- -. -'• . -
—'80 J10.000
i_I68 - 8000 'EXAMPLE (I) (2) (3)
I -G000 O ,c'()3'..)
-
-
5•000 O.LO
- 1 44 T
•
- 4000
• -'32 t_ -3000 23 5.8 I - —
-(20 cz, 2.'7.4
—2000 1.7 - - —3 I
-
—108 - -
96 000 _--.
-
-84 U -800
—2.--27 —600 . - -
- 500
400
-300. -
-
- 60 - ZOO -- - - .
Ui 1.5 I ' - .. .-.
0-54
.
u.s -46 I00
--
-
- I > .
.- -80
- 60 - -- ' . - - 1.0
'
3
—50 HW ,EN
TYPE
TRANCE -(.0 -_i: I ' -SCALE
-36 30 .9 -
E; '
- 20 , - ' C(O4 4d Ift -
30
27
I - —10 .. . , - - —.7
-24 :8 --
I -
, T. at ,
IO'LS14117 O icol. (I) tat.
- .
I t4 th tI t$O)I ,.c*,.td .'o..qtl
0 dOd (lodfto as 6 - .6
•
Iw 18
—2 - - - a'.- -
• .. L
- 1.0
• L, - , HEADWATER DEPTH FOR - I - '.CONCRETE PIPE '.CULVERTS
-- WITH - INLET CONTROL
-
I
_
17OF193 . . .
.
0.
QuZ1tt ZiND TToN. Zc7Slo(
..7.53: 7b
DO LL..
!
10
/1/// 010 111
30 "-' \"- 100
.9, , I I LL : 90
20
60
50 UP.
C14 CO 1W Ct) CO CO
V (0 10 40" YZ W, (3-
'0' 1 -0 -a 10 3 --0
30 7TC/ 20
.01 10 ii
# ' 4 • 0 2 cc
0.
3 5 10. 20 50 .. 100 200 500 1000
I • Discharge. f-3/sec .
111111,1
I .1 .2 .3 .4.5.6.7.8.91 2 -3 45678 10 15 20 25.
Discharge. m 3lsec
Fig. 7.46 Design of riprap outlet, protection from a round pipe flowing full; mRmUm
tailwater conditions. (6, 14)
Solution: Since the pipe discharges onto a flat .area with no defined channel, a mini-
mum tailwater condition can be assumed...
By Fig.-7.45, the apron length L and median stone size d are 10 ft (3 in) and 0.3 ft
- (9 cm), respectively. The upstream apron width W equals 3 times the pipe diameter D.
W=3XD0
3(1 ft) = 3-ft (3(0.3 in) . 0.9 in] .
The downstream apron width W1 equals the apron length plus the pipe diameter..
- Wd = D0 + -L - -
•
-
. - ift±loftilft (0.3m±3.0m=3.3in)
I
Note: When a concentrated flow is discharged onto a slope (as in this example), gul-l ying can occur downhill from the outlet protection. The spreading of concentrated flow
I
iF .30 0 , J tii ZO: QfCf\) ' S /f1J
7.5,3 rQ ,7 5
- D+L 30
t 90 outict
pipe 00
diameter D
~Lb -1
-
9 /
70 Ok
.20
50 15 co
ov
4 a 0 ' ' 4 1.2
CO
10 1 bA 3 d
0
_4111 CL
. 0.4
I -1•_
co
4 ¶!t :s±
3 5 . 10 20 50 100 200 500 1000
Discharge, ft3/sec -
. 1!IIIII ;I'I IlIII1 4-
0.2, 0.3 0.4 0.6 0.8 1 . 2 3 4 5 6 7 8 10 15 20 25
I -
, Discharge, m3/sec
Fig. 7.45 Design of riprap outlet. protec.ion from a round pipe flowing full; minirnu.
I tajiwater conditions.. (6, 14)
I ' .- .,
,:.:
,
',.-. •'
to find the riprap size and apron length. The apron width at the pipe' end should
be 3. times the pipe diameter. Where there is ,a well-defined channel immediately
downstream from the apron, the width of the downstream end of the apron
I
.should be equal to the width of the channeL Where there is no well-defined chan-
nel immediately downstream from the apron, minimum tailwater conditions
apply and the width of the 'downstream end of the apron should be equal to the
I pipe diameter plus the length of the apron.
I EXAMPLE 7.4 Riprap Outlet Protection 'Design Calculation for Minimum
Tai.lwater Condition
I
Given: A flow of 6 ft3/3ec (0.17 in3/sc).discharges from a 12-in (30-cm) pipe onto a'2
percent grassy slope with no defined channel. ' .. ,. •.
Find: The required lenh, width, and d stone size d for a riprap apron.
COilSTRUCTIC*i MATERIALS
SECTION 200 - ROCK WTERlALS
200-1.1 General (p. 66)
Add: "Alternate Rock Materials - Type "S" as do-scribed In Section 400 may be used unless specif I-.
call)' prohibited in Special Provisions".
200-1.6 Stone for Riprep (p. 69)
Add: "The individual classes of rocks used in slope protection shall conform to the following:
PERCENTAGE LARGER TWiN'
CLASSES
Rock 1/2 1/4 N0.2 No. 3 Sizes 2 Ton I Ton Ton Ton Backing Backing
4Ton 0-5
2 Ton 50-100 0-5
I Ton 95-100 50-100 0-5 1/2 Ton - 50-100 0-5 - 1/4 Ton 95-100 50-I00 200 lb 95-100 - 15 lb 95-100 0-5 25 lb . 25-15 0-5 5 lb 90-100 25-15 I lb 90-100
I 'The amount of material smaller than the smallest
Filter Blanket (3)
Upper Layer(s) -
Opt. I Opt. 2
Vet. Rock Riprap Sec. Sec. Lower Ft/Sec Class Thick- 200 400 Opt. 3 Layer
(i) (2) ness "T" (4) (4) (5) (6)
No.3 - Bark- 6-7 ing .6 3/1 6" C2 0.0.
No. 2
Beck-
7-8 ing 1.0 1/4" B3
-. 0.0.
Fac-.
8-9.5 ing 1.4 3/8" -- 0.0. --
• 3/4",
I 1/2" 9.5-11 Light 2.0 $/2" -- P.O. --
3/4",
1/4 11-131 Ton 2.1 1 3/4" - P.B. Send
3/4"' 1/2 I 1/2"
13-15 Ton 3.4 I" - P.B. Send
15-17 I Ton 4.3 I 1/2" -- Type B Sand
17-2012 Ton 5.4 2" -- Type B Sand size listed in the table for any class of rock slope
Practical ue of this table is limited to situations protection shall not exceed the percentage limit
where "T" is less than D. listed in the table determined on a weight basis. ConvIlance, with the percentage limit shown in the
(I) Average velocity In pipe or bottom velocity in table for all other sizes of the individual pieces energy dissipator, whichever is greeter. of any class of rock slope protection shall be do-
fermlned by the ratio of the number of Individual
(2) if desired riprap and filter blanket class is pieces larger than the smallest size listed In the
not available, use next larger class.
-.
table for that class..
-
- - - - - - - -. - -- - - - -
4 - 5
M Fitter blanket thickness • I Foot or "1" which- SECTION 201 - CONCRETE, MORTAR 'AND RELATED MATERIALS
- ever is less. *
- 201-1.2.1 Portland Cement (p. 78)
(4) Standard Specifications for Public Works Con-
struction. First paragraph, first sentence emend to readt "All
I cement to be used or furnished shall be low alkali
D.G. - Disintegrated Granite, I 144 to tO 114 and shall be either Type I or Type ii portland cement
conforming to ASTI4 C 150, or Type IP (MS) portland -
P. S. • Processed Miscellaneous Base pozzolan cement conforming to AS114 C 595, unless
otherwise specified."
Type B • Type B bedding material, (minimum 15%
crushed particles, 1001 passing 2 1/2" sieve, .201-1.2;3 Water (p 79)
10 passing IN sieve) Second paragraph replace "1,000 ppm (mg/I) of sul-
Sand 75% retained on 1200 sieve fates" with "1,300 (mg/L) ppm of sulfates"
4200-1.7 Plastic Filter Fabric (p. 10) Third paragraph replace "800 ppm (mg/L) of sutfalis"
with "1,300 (mg/I) ppm of sulfates".
For filter fabrics adjacent to granular materials
containing 50 percent or less by weight fines (minus (b) Air-entraining Admixtures
No 200 mater lai)i Last pare groppiend to readi "A tolerance of plus
or minus 1-1/2 percent Is allowed. The air content
(1) 85 percent size of material (iris) of freshly mixed concrete will be determined Califor-
> I nia Test Method-No. 504."
EQS (iris) .201-1.3.3 Concrete Consistency (p 82)
(2) Open area not to exceed 36 percent. Second paragraph deletes "end shall not exceed
For filter cloths adjacent to all other soilst- amounts shown in following table:". Also, delete
table. •
(I) EQS no larger than the opening in the U S
Standard Sieve No. 70. : 201-1.4.3 Transit Mixers (p. 83) •
(2) Open area not to exceed tO percent Add after listing of information for welghmaster's
certificate: "Transit mixed concrete may be certi-
tb cloth specified should have an open area less than fled by mix design number provided a copy of the mix
4 percent or an equivalent opening size (EOS) with proportions are kept on file at the plant lace-
openings smaller than the opening in a U.S. Standard tin for a period of 4 years after the use of the
Sieve Size No. 100. When possible, it is preferable mix".
to specify a cloth with openings as large as allowar-
ble by the criteria. '201-3.8.1 Water Stops (p. 90)
Supplier shall certify that filter cloth.meats Corps Water stops to be placed in Joints in concrete during
of Engineers' guide specification -1310. Plastic construction to prevent the passage of water through
filter cloth shall be installed per manufacturer's them, shall be either fabricated from a plastic cam-
specifications. -
pound, the basic resin of which shall be polyvinyl
chloride or sheet metal Metal may be copper, lead,
-5
I S
I 1r (I, (J, Q(I) - - S — C)
C'
-
(/)O S - -r 0 00
T1Q > S S
= C C)Z
I
San Diego County Rational Hydrology Program
I CiviiCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3
Rational method hydrology program based on
I :San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/18/91 *
EL CAMINO REAL/PALOMAR AIRPORT ROAD I 100 AREA BASIN STUDY
FILENAME: ELCAM1
I
L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 10/17/91
- ********* Hydrology Study Control Information ******
Rational
---------------------------------------
hydrologystudy.. storm event year is 10.0
Map data precipitation entered: I 6 hour, precipitation(inches) = 1.800
24 hour precipitation(inches) = 3.100 .
I
Adjusted
P6/P24 =
6 hour precipitation
58.1%
(inches) =
.
1.800 :
• San Diego hydrology manual 'C' values used -.
Runoff coefficients by rational method
I ************** I N P U T . D A T A L I S T'I N G ************
Element Capacity Space Remaining = 334
I Element Points and Process used between Points
Number Upstream Downstream Process
I i . 100.000 - 101.000 Initial Area
2 . 101.000 102.000: Street Flow + Subarea 3. .102.000 : 102.000 Confluence
4 . 130.000 - 131.000 Initial Area I
:
5 131.000 102.000 * Street Flow + Subarea 6 102.000 102.000 Confluence
I 8
7 102.000
103.000
103.000
103.000 .
Pipeflow Time(user inp)
Confluence 9 : 110.000 : 111.000 Initial Area 10 111.000 ... 103.000 Street Flow + Subarea
I 11 103.000 . 103.000 Confluence
12 : 120.000 - 121.000 Initial Area
13 : 121.000 103.000 Street Flow + Subarea
I
14.
15
103.000
103.000
103.000
: 104.000
Confluence
Pipeflow Time(user inp) 16 104.000 - 104.000 -Main Stream Confluence
17 150.000 151.000 Initial Area
I 18 151.000 : .
- .152.000 . Street Flow + Subarea 19 - 152.000 .- 152.000 : Main Stream Confluence 20 140.000 141.000 Initial Area 21. 141.000 : : 142.000 Street Flow + Subarea I 22 142.000 152.000 Pipeflow Time(user inp) 23 152.000 152.000 Main Stream Confluence
I
24
25. .
152.000
. 153.000
. . 153.000
. . 153.000
Pipeflow Time(user inp)
Main Stream Confluence 26 : 160.000 ,. 161.000 - Initial Area 27 161.000 - . 173.000 Street Flow + Subarea
I
I 28 173'.000 173 000 Confluence
29 170.000 171.000 Initial Area
I
30
31
171.000
172.000
172.000
173 000
Street Flow + Sübareä
Pipeflow Time(user inp)
32 173.000 173.000 Confluence
End of listing...........
I
I
I
I
I -
I
I
I
I :
I
C
,-
II
I
I -
p
Li
San Diego County Rational Hydrology Program
I Civi1CADD/Civi1DESIGN Engineering Software, (c) 1990. Version 23
Rational method hydrology program.based on
I San. Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study - Date: 10/18/91
I EL CANINO REAL/PALOMAR AIRPORT ROAD
100 AREA BASIN STUDY
FILENAME ELCAN1
I
L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 ,& 10/17/91
********* Hydrology Study Control Information **********
I Rational hydrology study storm event year is 10.0
I
Map data precipitation eitéred:
6 hour, precipitation(inches) = 1.800
24 hour precipitation(inches)= 3.100
Adjusted 6 hour precipitation (inches) = 1.800-
P6/P24 = 58.1% -
San Diego hydrology manual:'C' values used
Runoff coefficients by rational method
Process from Point/Station 100.000 to Point/Station - 101.000 **** INITIAL AREA EVALUATION 1c*
User specified 'C' value of 0.690 given for subarea
I Initial subarea flow distance = 300.00(Ft.)
Highest elevation = 318 30(Ft
Lowest elevation 316.00(Ft.) .
I
Elevation difference . 2.30(Ft.)
Time of concentration calculated by the urban
areas overland flow Inethod'.(App X-C) = 13.97 mm.
TC = [1.8*(1.1_C)*djstanceA.5)/(% slope, "(l/3)J
I TC= [1.8*(1.1_0.6900)*(300.00.5)/( 0.77'-(1/3)]= 13.97
Rainfall intensity (I) = 2.445 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
I
Subarea runoff = • 1.518(CFS) • •
Total initial stream area = - 0.900 (Ac.).
I Process from Point/Station' 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 316.000(Ft.).
End of street segment elevation = •311.350(Ft.)
I
Length of street segment = 630.000(Ft.)
Height of curb above -gutter flowline = 6.0(Iñ.)
Width of half street (curb to crown) = 53.000(Ft.)
I
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hi) = 0.020 •
Street flow is on [1] side(s) of the street
I
U
U
I
U
I
U
U
U
Distance from curb to property line = 10.000(Ft.)
Slope from curb, to property line (v/hz) = 0.020
Gutter width = 1 500(Ft )
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter =,,0.0150
Manning's N from gutter to grade break ,= 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street 2.708(CFS)
Depth of flow = 0.351(Ft.')
Average velocity ,= 2.162(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width 10.722(Ft.)
Flow velocity = 2.16(Ft/s)
Travel time = 4.86 mm. TC = 18.82, mm.
Adding area flow to street . .
User specified 'C' value of 0.760 given for subarea
Rainfall intensity.= .. 2.017(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C =
Subarea runoff = .2.161(CFS) for 1.410.(Ac.)
Total runoff - , 3.680(CFS) Total, area = - 2.31(Ac.)
Street flow, at end of street = 3.680(CFS)
Half street flow at end of -street = . 3.680(CFS)
Depth of flow = 0 382(Ft
Average velocity = 2.296.(Ft/s) .
Flow width (from curb towards crown)= 12.249(Ft.)
0.760,,
++++++++++++++++++,+++++++++'±+++++++++++++++++++±++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number 1 in normal stream number ,1
Stream flow area = 2..310(Ac.)
Runoff from this stream= " 3.680(CFS)
Time of concentration = 18.82 min.
Rainfall intensity = 2'.'017 (In/Hr)
Process from Point/Station 130.000 to Point/Station 131.000 **** INITIAL AREA EVALUATION ****
User specified 'C' value of.,0.780 given for subarea
Initial subarea flow distance = 200.00(Ft.)
Highest elevation = . 314.60(Ft.)
Lowest elevation = 313 90(Ft ) Elevation difference = , 0.70(Ft.) -
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 11.56 mm.
TC = [1.8*(1.1_C)*distanceA,.5)/(% slope'-(1/3)]
TC = [1.8*(1.1_0.7800)*(200.00A.5)/( 0.35"(1/3))= 11.56
Rainfall intensity (I) = 2.762 for a 10.0 year storm'
Effective runoff coefficient used for area (Q=KCIA) is C =0.780-
Subarea runoff = 0.905(CFS)
Total initial stream area =, ' 0.420(Ac..)
-
I Process from Point/Station . 131.000 to Point/Station 102.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
I
U
U
I
U
U
I
U
U
I
Top of street segment elevation = 313.900(Ft.)
U End of street segment elevation = 311.350(Ft.)
Length of street segment = 340.000 (Ft.) -
Height of curb above gutter flowline = 6.0(In.)
I
Width of half street (curb to crown) = 53.000(Ft.)
Distancefrom crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
I Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
I
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's Win gutter = .0.0150
Manning's N from gutter to grade break = 0.0150
I Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.778(CFS)
Depth of flow = 0.313 (Ft.)
I
. Average velocity =2.020(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreetflow.wjdth = 8.818 (Ft.)
I
Flow velocity = 2.02(Ft/s)
Travel time = 2.81 mm. TC = 14.36 mm.
Adding area flow to street
User specified , value of 0.780 given for subarea
I Rainfall intensity = 2.401(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.780
Subarea runoff = 1.517(CFS) for 0.810 (Ac.)
I
Total runoff = 2.422(CFS) Total area = 1.23(Ac.)
Street flow at end of street = 2.422(CFS)
Half street flow at end of street = . 2.422(CFS)
Depth of flow = 0.340(Ft.) .
I Average velocity = 2.132(Ft/s)
Flow width (from curb towards crown)= 10.166(Ft.)
I Process from Point/Station 102.000 to Point/Station 102.000
I
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.230(Ac.) .
I Runoff from this stream = 2.422(CFS) .
Time of concentration = 14.36 mm. .. . ,. Rainfall intensity . 2.401(In/Hr)
I
Summary of stream data:
Stream Flow rate TC . Rainfall Intensity
(CFS) (mm) (In/Hr) .
I
No.
1 3.680 18.82 .. 2.017
2 2.422 14.36 . 2.401 = I Qmax(l) =
1.000 * 1.000 * 3.680) + -
I Qmax(2)
0.840 * 1.000 * . 2.422) + = 5.714
=
1.000 *- 0.763 * 3.680) +
1.000 * 1.000 * 2.422) + = 5.230
I
I
Total of 2 streams to confluence:
I
Flow rates before confluence point:
3.680 2.422
Maximum flow rates at confluence using above data:
5.714 5.230
I Area of streams before confluence:
2.310. 1.230
Results of confluence:
I Total flow rate = 5.714(CFS)
Time of concentration = 18.822 mm.
Effective stream area after confluence = 3.540(Ac.)
++++++++++++++++++++++++++++++±++++++++++++++++++++++++++++*++++++++++
Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 308.50(Ft.)
I Downstream point/station elevation = 307.53(Ft.)
Pipe length = 104.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 5.714(CFS)
Given pipe size = 24.00(In.)
I Calculated individual pipe flow = 5.714(CFS)
Normal flow depth in pipe = 8.38(In.).,
Flow top width inside pipe = 22.88(In.)
I Critical Depth 10.13(In.)
Pipe flow velocity = 5.85(Ft/s)
Travel time through pipe = 0.30 min.
Time of concentration (TC) = 19.12 mm.
++++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: .1 in normal stream number .1
Stream flow area = 3.540(Ac.)
Runoff from this stream . 5.714(CFS)
Time of concentration = 19.12 mm.
I
Rainfall intensity = 1.997(Iri/Hr)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.00.0 to Point/Station - 111.000 *** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
Highest elevation = 318.30(Ft.)
I Lowest elevation = 316.55(Ft.)
Elevation difference = 1.75(Ft.)
Time of concentration calculated by the urban
I areas overland flow method (App X-C) = 7.46 mm.
TC = [l.8*(l.1_C)*distanceA.5)/(% slope"(1/3))
TC = [1.8*(1.1_0.9000)*(300.00A.5)/( 0.58"(1/3))= .7.46
I
Rainfall intensity (I) = 3.663 fora 110.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.418(CFS)
Total initial stream area = 0 430(Ac )
I
I 4
I Process from Point/Station: 111.000 to Point/Station 103.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 316 550(Ft )
End of street segment elevation = 311.350(Ft.)
Length of street segment = 630.000(Ft.)
I Height of curb above gutter, flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
I
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade breakto crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
I Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline 2.000(In.)'
I
Manning's N in gutter 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
I
Estimated mean flow rate at midpoint of street = 2.918(CFS)
Depth of flow = 0.353 (Ft.)
Average velocity = 2.295(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
I . Halfstreet flow width = 10.811(Ft.)
Flow velocity = 2 29(Ft/s)
Travel time '= 4 58 nun TC = 12.04 ' nun
I
Adding area flow to street
U
. .
ser specified 'C' value of-0.900 given for subarea
Rainfall intensity = . 2.691(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
I Subarea runoff = - 2.204(CFS) for 0.910(Ac.)
Total runoff— 3.621(CFS) Total area = 1.34(Ac.)
Street flow at end of street = 3.621(CFS')
I Half street flow at end of street = 3.621(CFS)
Depth of flow = 0.374(Ft)
Average velocity = 2.393(Ft/s)
Flow width (from curb towards crown)= 1I.877(Ft.)
I Process from Point/Station 1' 103.000 to Point/Station 103.000
**** CONFLUENCE OF MINOR STREAMS
I
Along Main Stream number: 1 in normal stream number -2
Stream flow area = 1.340(Ac.)
Runoff from this stream = 3.621(CFS)
Time of concentration = 12.04 min.
I Rainfall intensity = 2 691(In/Hr)
I Process from Point/Station. . 120.000 to Point/Station .121.000
**** INITIAL AREA EVALUATION ****
I User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 314 60(Ft )
Li
I
Li
I
I
Li
I
I
I
I
I
I
I
I
I
I
Lowest elevation = 313.90(Ft.)
Elevation difference 0.70(Ft.)
Time of concentration calcüiatedby the urban -
areas overland flow method (App X-C) 7.22 mm.
TC = [1.8*(1.1.-C)*distance'.5)/(% slope ''(l/3)]
TC= [1.8*(1.1_0.9000)*(200.001,.5)/( 0.35"(l/3)]=
Rainfall intensity (I), = 1 3.740 for a 10.0 year
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 0.976(CFS)
Total initial stream area 0.290(Ac.),
7.22
storm
is C = 0.900
+++++++++:.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 103.000
***' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 313.900(Ft.)
End of street segment elevation = 311.350(Ft.)
Length of street segment = 340.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of ha1f street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street -
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate atmidpoint of street = 1.801(CFS)
Depth of flow = 0.314 (Ft.)
Average velocity = 2.024(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.873 (Ft.)
Flow velocity = 2.02(Ft/s)
Travel time = 2.80 mm. - TC = 10.02 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 3.-028(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 1.335(CFS) for 0.490(Ac.)
Total runoff = 2.312(CFS) Tota1area = 0.78(Ac.)
Street flow at end of street = 2.312(CFS)
Half street flow at end of street = 2.312(CFS)
Depth of flow = 0.336(Ft.)
Average velocity = 2.114(Ft/s)
Flow width (from curb towards crown)= 9 955(Ft )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3 I Stream flow area = 0.780(Ac.)
Runoff from this stream = 2.312(CFS)
Time of concentration = 10.02 mm. I
Rainfall intensity = 3.028 (In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (nun) (In/Hr)
1 5.714. 19.12 1.997
2 3.621 12.04 2.691
3 2.312 10.02. : 3.028
I Qmax(1)
1.000 * 1.000 * 5.714) +
0.742 * 1.000 * 3.621).+
I 0.659 * 1.000 * 2.312).+ = 9.926
Qmax(2) =
1.000 * 0.630* - 5.714) +
I .1.000 * 1.000 * 3.621) + -
0.889 * 1.000 * 2.312) + = 9.273
Qmax(3) = . •-
I
. 1.000 *0.524 * 5.714) +
1.000 * 0.833: * 3.621) +
1.000 * 1.000 * 2.312) + = 8.32.3
I Total of 3 streams to confluence:.
Flow rates before confluence point:
5.714 3.621 2.312
I Maximum flow rates at confluence using above data:
9.926 9.273 8.323
Area of streams before confluence:
I
. 3.540 1.340 0.780
Results of confluence: ., . Total flow rate = 9.926(CFS) . .
Time of concentration = 19.118 nun.
I Effective stream area after confluence = 5. 660 (Ac.)
I Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = 307.20(Ft.)
Downstream point/station elevation = 307.00(Ft.)
Pipe length = . 15.00(Ft.) Manning's N = 0.013
I No. of pipes = 1 Required pipe flow = -. . 9.926(CFS)
Given pipe size = 24.00(In.) ..
Calculated individual pipe flow = 9.926(CFS)
I
Normal flow depth in pipe = -10.25(In.)
Flow top width inside pipe = 23.74(In.).
Critical Depth = 13. 52(In.)
Pipe flow velocity = 7..74(Ft/s) .
I Travel time through pipe = :. 0.03 nun. .
Time of concentration (TC)=. 19.15 mm.
I Process from Point/Station 104.000, to Point/Station 104.000
I
**** CONFLUENCE OF MAIN STREAMS, **** .,
The following data inside Main Stream is listed:
In Main Stream number: 1
I
Stream flow area= 5.660( Ac.)
Runoff from this stream = - 9.926(CFS)
I
Time of concentration = 19.15 mm.
Rainfall intensity = l.995(In/Hr)
Summary of stream data
I Stream Flow rate - TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
I1 9.926' 19.15 1.995
Qxnax(1) =
I
i 000 * .1 .000 * 9.926) + = 9.926
Total of 1 main streams, to confluence;
Flow rates before confluence point:
I 9.926
Maximum flow rates at confluence using above data:
9.926 .
I
Area of streams before confluence: .
5.660
I Results of confluence: ' .. . . .
Total flow rate = 9.926(CFS)
Time of concentration= 19.150 min.-
I Effective stream area after confluence = 5.660(Ac.)
I Process from Point/Station 150.000 to Point/Station 151.000
INITIAL AREA EVALUATION. **** - .
I , User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance 367.00(Ft.)
Highest elevation = 395.20(Ft.)
I Lowest elevation = 381..60(Ft.)
Elevation difference = 13.60(Ft.)
Time of concentration calculated by the urban
I
.areas overland flow method (App X-C) = 4.46 mm.
TC = [1.8*(1.1_C)*distance".5)/(% slope-(1/3))
TC= [1.8*(1.1_0.9000)*(367.00'.5)/( 3.71"(l/3)]= 4.46
Setting time of concentration to 5 minutes
I Rainfall intensity (I) = 4.743 for a 10.0 year storm
Effective runoff coefficient, used for area (Q=KCIA) is C = 0_900
Subarea runoff = 2.262(CFS)
Total initial stream area = 0.530(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I . Process from Point/Station151.000 to Point/Station 152.000
**** STREET FLOW TRAVEL TINE+ SUBAREA FLOW ADDITION ****
l Top of street segment elevation = 381.600(Ft.)
End of street segment elevation = 324.000(Ft.) .
Length of street segment = .1300.000(Ft.)
Height of curb above gutter flowline = . 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
I
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500 (Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
I Estimated mean flow rate at midpoint of street= 6.274(CFS)
'Depth of flow = 0.346(Ft.)
Average velocity = 5.243(Ft/s).
I
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.460(Ft.)
Flow velocity = 5.24(Ft/s)
Travel time = 4.13 min. TC = 9.13 mm.
I Adding area flow to street User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 3.216(In/Hr) for a 10.0 year storm
I
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 5.441(CFs)' for 1.880(Ac:)
Total runoff = ' 7.703(CFS) Total area = 2.41(Ac.)
Street flow at end of street = 7.703(CFS)
I Half street flow at end of street = 7.703(CFS)
Depth of flow = 0..366(Ft.)'
Average velocity = 5.452(Ft/s) "
Flow width (from curb towards crown)= 11.447(Ft.)
I Process from Point/Station 1 152.000 to Point/Station 152.000 **** CONFLUENCE OF MAIN STREAMS ****
I The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = -2.410(Ac.) ,
I
Runoff from this stream = 7.703(CFS)
Time of concentration = '9.13 mm.
Rainfall intensity = 3.216(In/Hr)
Program is now starting with Main Stream No. 2
+++ + +++++ + +-+ +++++++++++++ +++ ++ ++++ ++ + +++ ++++++++++ +++
I Process from Point/Station - 140.000 to Point/Station 141.000 **** INITIAL AREA EVALUATION****
I
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 387.00(Ft.)
Highest elevation = 387.40(Ft.) '
Lowest elevation = 375.10(Ft.)
I Elevation difference = ' 12.30(Ft.)
Time of concentrationcalculated by the urban
areas overland flow method (App X-C) = 4.82 mm.
I
TC = (1.8*(1.1_C)*distance''.5)/(% slope''(1/3)]
TC= f1.8*(l.l_0.9000)*(387.00A.5)/( 3.18'(1/3)]= 4.82
Setting time of concentration to 5 minutes
I
Rainfall intensity (I) = 4.743 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 2.390(CFS)
Total initial stream area = 0.560(Ac.)
I
I
I
++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 141.000 to Point/Station 142.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
I Top of street segment elevation = 375.100(Ft.)
End of street segment elevation = 324.000(Ft.)
Length of street segment = 1100.000(Ft.)
I
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
I
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [.1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
I Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
I.
. Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
I
Estimated mean flow rate at midpoint of street = 6.402(CFS)
Depth of flow = 0.346(Ft.)
Average velocity- = 5.365(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
I.
Halfstreet flow.width = .10.444(Ft.)
Flow velocity = 5.37(Ft/s)
Travel time = 3.42 min. TC = 8.42 min.
I
Adding area flow to street User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 3.389(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational xnethod,Q=KCIA, C = 0.900
I Subarea runoff = 5.735(CFS) for 1.880(Ac.)
Total runoff = 8.125(CFS) Total area = 2.44(Ac.)
Street flow at end of street 8.125(CFS)
I
Half street flow at end of street = 8.125(CFS)
Depth of flow = 0.369 (Ft.)
Average velocity = 5.615(Ft/s)
Flow width (from curb towards crown)= 11.595(Ft.).
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 142.000 to Point/Station 152.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
I
Upstream point/station elevation = 316.05(Ft.)
Downstream point/station elevation = 314.14(Ft.)
Pipe length = 108.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.125(CFS)
I Given pipe size = 18.00(In.)
Calculated individual pipe flow = 8.125(CFS)
Normal flow depth in pipe 9.86(In.)
I
Flow top width inside pipe = 17.92(In.)
Critical Depth = 13.25(In.) -
Pipe flow velocity = 8.20(Ft/s)
Travel time through pipe = 0.22 mm.
I Time of concentration (TC) =. 8.64 mm.
I .
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 152.000 to Point/Station 152.000
I
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
Main Stream number: 2
P
In
Stream flow area = 2.440(Ac.)
Runoff from this stream = 8.125(CFS)
Time of concentration = 8.64 mm.
I Rainfall intensity= 3.334(In/Hr)
I Summary of stream data:
Stream 'Flow rate TC Rainfall Intensity
No (CFS) (mm) (In/Hr)
I l 7.703 9.13 3 216
2 8.125 8.64 ' 3.334
Qmax(1) =
1.000 * 1.000 * 7.703)' +
I 0.965 * 1.000 * 8.125) + = 15.541
Qmax(2) =
1.000 * 0.946 *
1.000 * 1.000 *
7.703)
8.125)
+
+ = 15.410
Total of 2 main streams to confluence:
Flow rates before confluence point:
'7.703 8.125
Maximum flow rates at confluence using above data:
15.541 15.410
Area of streams before confluence:
2.410 2.440
Results of confluence:
Total flow rate = 15.541(CFS)
Time of concentration = 9.132 mm.
Effective stream area after confluence = 4.850 (Ac.)
Process from Point/Station 152.000 to Point/Station 153.000
1c PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 3.19.00(Ft.)
Downstream point/station elevation 314.00(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15. 541(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 15.541(CFS)
Normal flow depth in pipe = 9.13 (In.)
Flow top width inside pipe = 23.30(In.)
Critical Depth = 17.04 (In.)
Pipe flow velocity = 14.17(Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (TC) 9.25 Thin.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 153.000 to Point/Station 153.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream nuxnber:1
Stream flow area = 4 850(Ac )
Runoff from this stream =.. 15.541(CFS)
Time of concentration = 9i25 mm
Rainfall intensity = 3.189(In/Hr) '.
Summary of stream data
Stream Flow rate TC Rainfall Intensity
No (CFS) (min)-.(In/Hr)
1 15.541 9.25 3 189
Qmax(1) =
1 000 * 1 000 * 15 541) + = 15.541
Total-Of 1 main streams to confluence: -
Flow rates before confluence point:
15.541 '
Maximum flow rates at confluence using above data:
15.541
Area of streams before confluence: -
4.850 t
Results of confluence
Total flow rate = 15.541(CFS)
Time of concentration '= -min.A
Effective stream area after confluence = 4.8,50(A-c.),
Process from Point/Station 160.000 to Point/Station 161.000
INITIAL AREA EVALUATION ,****
User specified 'C' value of 0.900-given for subarea
Initial subarea flow distance = 250.00(Ft.)
Highest elevation = 323.90(Ft.)
Lowest elevation = 310.50(Ft.)
Elevation difference '=' 13.40(Ft.)
Time of concentration calculated by the urban
areas overland flow 'method (App X-C) = .3.25 mm.
TC = [1.8*(1.1-C)*distance".5)/(% slop.e"(1/3))
TC= [1.8*(1.1-0.9000)*(250.00".5)/( 5.36"(1/3)]= 3.25
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 4.743 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is•C = 0.900
Subarea runoff = 1.537(CFS)
Total initial stream area = 0 360(Ac )
Process from Point/Station 161.000 to Point/Station.. 173.000
**** STREET FLOW TRAVEL TIME.+SUBAREA FLOW ADDITION ****
Top of street segment elevation -=' 310.500(Ft.)
End of street segment elevation = 285.200(Ft.)
Length of street segment = 530.000 (Ft.)
U
I
I
ni
H
I
Height of curb above gutter flowline =
Width of half street (curb to crown) = 53.000(Ft.)
I
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
I
Street flow is on [1) side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) 0.020.
Gutter width = 1 500(Ft )
I Gutter hike from flowline = 2 000(In
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
I
Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.671(CFS)
Depth of flow = 0.297 (Ft.)
Average velocity = 4.935(Ft/s)
I Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.008 (Ft.),
Flow velocity = 4.94(Ft/s) .
I
Travel time = 1.79 min. TC =, 6.79 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
I
Rainfall intensity = 3.893(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 3.504(CFS) for 1.000(Ac.)
Total runoff =: 5.040(CFS) Total area = 136(Ac.)
I Street flow'at end of street 5.040(CFS)
Half street flow at end of street = 5.040(CFS)
Depth of flow = 0.323(Ft.)
Average -velocity = 5.197(Ft/s)
I Flow width (from curb towards crown)= 9.313(Ft.)
I Process from Point/Station 173.000 to Point/Station 173.000
**** CONFLUENCE OF MINOR STREAMS
I Along Main Stream number: l in normal stream number 1
Stream flow area = 1.360(Ac.)
I
Runoff from this stream = . 5.040(CFS)
Time of concentration = 6.79 mm.
Rainfall intensity = 3 893(In/Hr)
Process from Point/Station , 170.000 to Point/Station 171.000
I
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.830 given, for subarea
Initial subarea flow distance = 250.00(Ft.)
I Highest elevation = 323.90(Ft.).
Lowest elevation = 310.50(Ft.)
Elevation difference = 13.40(Ft.)
I Time of concentration calculated by the Urban
areas overland flow method (App. X-C) = 4.39 mm.
TC = [1.8*(1.1_C)*distance".5)/(% slope"(1/3)]
I
TC= [1.8*(l.l_0.8300)*(250.00-.5)/( 5.36'(1/3)]= 4.39
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 4.743 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0 830
I
Subarea runoff = 1.732(CFS)
Total initial stream area= - 0.440(Ac.)
+++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++-++++
Process from Point/Station .. 171.000 to Point/Station 172.000
'' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 310.500(Ft.)
End of street segment elevation = 287.200(Ft.)
Length of street segment = 475.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break =51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb'to property line = 10.000(Ft.).
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150 *
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.288 (Ft.)
Average velocity = 4.916(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Half street flow width = 7.551(Ft.)
Flow velocity = 4.92(Ft/s)
Travel time = 1.61 min. TC = 6.61 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
I Rainfall intensity = 3.961(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational niethod,Q=KCIA, C = 0.900
Subarea runoff = 2.852(CFS) for 0.800(Ac.)
I Total runoff = 4.584(CFS) Total area = - 1.24(Ac.)
Street flow at end of street= 4.584(CFS)
Half street flow at end of street = 4.584(CFS)
Depth of flow= 0.314(Ft.) I Average velocity = 5.172(Ft/s)
Flow width (from curb towards crown)= 8.853 (Ft.)
I Process from Point/Station. 172.000 to Point/Station 173.000
i
'** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 283.10(Ft.)
Downstream point/station elevation = 278.55(Ft.)
I Pipe length = 168.00(Ft.) -Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.584(CFS)
Given pipe size = 18.00(In.)
I Calculated individual pipe flow = 4.584(CFS)
Normal flow depth in pipe = 6.33(In.)
Flow top width inside pipe = 17.19 (In.)
I Critical Depth = 9.86(In.) .
Pipe flow velocity = 8.27(Ft/s)
Travel time through pipe = 0.34 mm.
Time of concentration (TC) = 6.95 min.
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3. 306(CFS)
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I Process from Point/Station - 173.000 toPoint/Station 173.000
**** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number 1 in normal stream number 2
Stream flow area = 1 240(Ac
Runoff from this stream = 4 584(CFS)
I Time of concentration = 6..95 min.
Rainfall intensity = 1 3 835(In/Hr)
Summary of stream data
Stream Flow rate TC Rainfall Intensity
No (CFS) (mm) ' (In/Hr)
I 1 5.040 6.79,3.893
2 4.584 6.95:3.835
I Qmax(l) =
1.000 * 1.000 * 5.040) +
1.000 * 0.977 * 4.584) + = 9.519
Qmax(2) = - I 0.985 * 1.000 •* 5.040) +
1.000 * 1.000 * 4.584) + = 9.5149
I Total of 2 streams to confluence
Flow rates before confluence point
5.040 4.584
I Maximum flow rates at confluence using above data:,
9519 9.549
Area of streams before confluence:
1.360 1.240
I Results of confluence:
Total flow rate = 9.549(CFS)
Time of concentration = 6.949 mm.
Effective stream area after confluence = 2.600(Ac.)'
End of computations, total study area = 13.11 (Ac.)
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San Diego County Rational Hydrology Program
'CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 23
Rational method hydrology program. based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/18/91
EL CANINO REAL/PALOMAR AIRPORT. ROAD
200 AREA BASIN STUDY . .. '.'
FILENAME: ELCAN2 . . .
L 200,4 JOB #10365 2/1/91, REV'D 7/17/91 &10/11/91
------------
Hydrology Study Control Information **********
Rational hydrology study storm event year is 10.0
Map data precipitation entered::
6 hour, precipitation(inches) = 1.800 - •. . -
24 hour prec-ipitation(inches)' 3.100
Adjusted 6 hour precipitation -(inches) = 1.800
P6/P24 = 58.1%
San Diego hydrology manual 'C'-values used' . Runoff coefficients by rational method
++++++++++++++++.+++++.+++++++±+++++±+++++++++++++++++++++4+++++++ Process "from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION
User specified 'C' value of 0.760 given for subarea
Initial subarea flow distance -=- 300.00(Ft.)
Highest elevation.= 314.60(Ft.)
Lowest elevation = 312.70(Ft.) :-
Elevation difference= 1.90(Ft.)
Time of concentration calculated by the urban '
areas overland flow method (App X-C) = 12.34' mm. TC = {1.8*(1.1_C)*djstanceA.5)/(% slope ''(l/3)J
TC = [1.8*(1.1.0.7600)*(300.00A.5)/( 0.63"(1/3))= 12.34
Rainfall intensity (I)= 2.648 for -a 10.0 year storm.
Effective runoff coefficient üsed for area (Q=KCIA) is C =0.760
Subarea runoff = . 1.348(CFS)
Total initial stream area = 1 •0.6.70(Ac.)
Process from Point/Station 201.000 to Point/Station 202.000 **** STREET 'FLOW TRAVEL TIME'+ SUBAREA FLOW ADDITION ****
Top of street segment elevation 312.700(Ft.) -
End of street segment elevation = 286.200 (Ft.) - -
Length of street segment = 1185.00'0(Ft.)
Height of .curb above gutter flowline = 6.0(In.)
Width of half street (curb to-crown) '= 53.000(Ft.-)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) 0.087
Slope from grade break to crown (v/hz) = . - 0.020 .
Street flow is on [1] side(s)of the street ' -.
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.060
I Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter =' 0.1"01501
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Manning's N from gutter to grade break = 0.0150
Manning's N.f rpm grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3,. 059 (CFS)
Depth of f low = 0.313(Ft.)
I Average velocity = 3 486(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 8 803(Ft
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Flow velocity = 3.49(Ft/s)
Travel time = 5.67 mm TC = 18 01 nun
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
I Rainfall intensity = 2.075(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.175(CFS) for 1.700(Ac.).
I Total runoff = 4.523(CFS) Total area = 2.37(Ac.)
Street flow at end of street = 4.523(CFS)
Half street flow at end of street = ' 4.523(CFS)
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, Depth of flow =0.347 (Ft.)
Average velocity = 3.735(Ft/s)
Flow width (from curb towards crown)= 10 529(Ft )
Process from Point/Station 202.000 to Point/Station 202.000
I
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number 1
I Stream flow area = 2 370(Ac ) Runoff from this stream= • 4.523(CFS)
Time of concentration = 18.01 mm.
I Rainfall intensity = 2.075(In/Hr)
Program is now starting with Main Stream No 2
I Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION
User specified 'C'.. value of .0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
I
Highest elevation = .314.60(Ft.)
Lowest elevation = 312 70(Ft
Elevation difference = '1.90(Ft.)
Time of concentration calculated by .the urban
I areas overland flow method (App X-C) = 7.26 min. TC = [1.8*(1.1C)*distanceA.5)/(% slope A(1/3)) -
TC = [1.8*(1.1_0.9000)*(300.00A.5)/( 0.63A(1/3)]= 7.26
I Rainfall intensity (I)= 3.728 for a 10.0'.year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.443(CFS) ,
Total initial stream area = 0 430(Ac )
+++±++±++++++++++++++++++++++f++++++++++++++++++++++++++++++++.++
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Process from Point/Station 211.000 to Point/Station 212.000 **** STREET FLOW TRAVEL TIME,+ SUBAREA FLOW ADDITION ****
Top of street segment elevation =. 312.700(Ft.)
End of street segment elevation = 293.300(Ft.)
I
Length of street segment = '785.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
I Slope from gutter to grade break (v/hz) = 0.087
Slope, from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
I
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
I Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's.N from grade break to crown = 0.0150
I Estimated mean flow rate at midpoint of street = 3..288(CFS)
Depth of flow = 0.315(Ft.)
Average velocity = 3.678(Ft/s)
I
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.897 (Ft.)
Flow velocity = 3.68(Ft/s).
Travel time = 3.56 min . ' TC = 10.82 mm.
l Adding area flow to street User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 2.883(In/Hr) for a 10.0 year storm
I
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C =.0.900
Subarea runoff = 2.854(CFS)for 1.100(Ac.)
Total runoff = 4.297(CFS)' Total area =- 1.53(Ac.)
Street flow at end of street 4.297(CFS)
I Half street flow at end of street = 4.297(CFS)
Depth of flow = 0.338(Ft.) -
Average velocity = 3.854(Ft/s) -.
Flow width (from curb towards crown)= 10.062(Ft.)
I Process from Point/Station 212.000 to Point/Station 213.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = 290.87 (Ft.)
Downstream point/station elevation -. 287.20(Ft.)
Pipe length = 152.80(Ft.) Manning's N = 0.013
I
No. of pipes = 1 Required pipe flow = 4.297(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 4.297(CFS)
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Normal flow depth in pipe = ' 6.31(In.)
Flow top width inside pipe =, 17.18(In.)
Critical Depth = 9.53(In.)
Pipe flow velocity = 7.77(Ft/s)•-
I Travel time through pipe = ,-0.33 mm.
Time of concentration (TC) = 11.15 mm.
I Process from Point/Station - 213.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 286..87(Ft.)
I Downstream point/station elevation = 279.06(Ft.)
Pipe length = 289.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 4.297(CFS)
I
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.297(CFS)
Normal flow depth in pipe = 6.12(In.)
Flow top width inside pipe = 17.05(In.)
I Critical Depth = 9.53 (In.)
Pipe flow velocity = 8.11(Ft/s)
Travel time through pipe = 0.59 mm.
Time of concentration (TC) = 11.74 mm.
++++++++++++++++++++++++++++++++:4+++++++++++±++++++++++++++++++++±++++
I Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS ****
I The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.530(Ac.)
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Runoff from this stream = 4.297(CFS)
Time of concentration = 11.74 mm.
Rainfall' intensity = 2.735(In/Hr)
Program is now starting with Main Stream No. 3
I
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Process from Point/Station 215.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 293.30(Ft.)
Lowest elevation = 288.70(Ft.)
Elevation difference = 4.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.86 mm.
TC = [1.8*(l.1_C)*distanceA.5)/(% slope'(1/3))
TC= [1.8*(1.1_0.9000)*(200.00A.5)/( 2.30A(1/3)]= 3.86
Setting time of concentration to5 minutes
Rainfall intensity (I) 4.743 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.238(CFS)
Total initial stream area= 0.290(Ac.)
+++++++++++++++++ ++++++++++++++++++++ + + + ++++ ++ ++ +++++ +++ ++++ ++ + ++ + +++ +
Process from Point/Station -216.000 to Point/Station 217.000 **** STREET FLOW TRAVEL TIME ± SUBAREA FLOW ADDITION **
Top of street segment elevation = 288.700(Ft.)
End of street segment elevation = 284.800(Ft.)
Length of street segment = 260.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade -break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.049(CFS)
Depth of flow = 0.296(Ft.)
Average velocity = 2.765(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width 7.991(Ft.)
Flow velocity = 2.76(Ft/s).
Travel time = 1.57 min. TC = 6.57 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 3.978(In/Hr) for a
-
10.0 year storm
iunott coerticienc used for sub-area, Rational metliocl,Q=KCIA, C = 0.900 Subarea runoff =, 1.360(CFS) for 0.380(Ac.)
Total runoff = 2.598(CFS) Total area = 0.67(Ac.)
Street flow at end of street = 2.598(CFS)
Half street flow at end of street = 2.598(CFS)
Depth of flow = 0.316(Ft.)
Average velocity= 2.872(Ft/s)
Flow width (from curb towardscrown)= 8.956(Ft.)
Process from Point/Station 217.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 281.41(Ft.)
Downstream point/station elevation = 279.06(Ft.)
Pipe length = 102.32 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe. flow = 2.598(CFS)
Given pipe size = 18 00(In )
Calculated individual pipe flow = 2.598(CFS)
Normal flow depth in pipe = 4 92(In ) Flow top width inside pipe = 16 04(In ) Critical Depth = 7.33 (In ) Pipe flow velocity = 6 64(Ft/s)
Travel time through pipe = 0.26 mm.
Time of concentration (TC) = 6.82 min.,
Process from Point/Station 202.000 to Point/Station 202.000
CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: e3
Stream flow area = 0.670(Ac.)
Runoff from this stream = 2.598(CFS)
Time of concentration = 6 82 mm
Rainfall intensity = 3 880(In/Hr)
Summary of stream data
Stream Flow rate TC.,
No (CFS) (mm)
Rainfall Intensity
(In/Hr)
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18.01
11.74
6.82
1.000 *
1.000 *
1.000 *
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• 1 4.523
• 2 4.297
3 2.598
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Qmax(1) =
1.000 *
0.759 *
0.535 *
2 .075
2.735
3.880
4.523) +
4.297) +
2.598) -f = 9.173
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1.000 * 0.652* 4.523) 1-
1.000 * 1.000 * 4.297) +
0.705 * 1.000 •* 2.598) + =
Qmax(3) =
1.000 * 0.379 *. 4.523) +
1.000 * 0.581 * 4.297) +
1.000 * 1.000 * 2.598) + =
Total of 3 main streams to confluence:
Flow rates before, confluence point:
4.523 4.297 2.598
Maximum flow rates at confluence using above data:
9.173 9.076 6.810
Area of streams before confluence:
2.370 1.530 0.670
9.076
6.810
Results of confluence
Total flow rate = 9.173(CFS)
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Time of concentration = 18.010 mm.
Effective stream area after confluence = 4.570(Ac.)
I +++++++++++++++++++++++±+++±+'+±+++++++++++++++++++++++++++++++++±+++++
Process from Point/Station 202.00.0 to Point/Station 203.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 278.73(Ft.)
Downstream point/station elevation = 278.50 (Ft.)
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Pipe length = 14.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe. flow = 9.173(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 9.173(CFS)
I Normal flow depth in pipe = 10.90(In.)
Flow top width inside pipe = 17.59(in.)
Critical Depth
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Pipe flow velocity = 8.20(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 18.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
I **** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = ,278.50(Ft.) ..
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Downstream point elevation , 266.90(Ft.)
Channel length thru subarea = 875.00(Ft.)
Channel base-width
Slope or 'Z' of left channel bank = 2.000
I Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.040
I Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 9.173(CFS)
Depth of flow = 0.393 (Ft.)
I Average velocity = 2.166(Ft/s)
Channel flow, top width = - 11.571(Ft.)
Flow Velocity = 2.17 (Ft/s)
Travel time = 6.73 mm. I Time of' concentration = 24.77 mm.
Critical depth = 0.289 (Ft.)
Process from Point/Station 235.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A'= 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000.
[COMMERCIAL area type ] Time of concentration '. .24.77 mm.
Rainfall intensity = 1.689(In/Hr) for a 10.0 'year storm
Runoff coefficient used for sub-area, Rational xnethod,Q=KCIA, C = 0.850
Subarea runoff = 33.459(CFS) for 23.300(Ac.)
Total runoff = 42.633(CFS) Total area = ' 27.87(Ac.)
Process from Point/Station,. 204.000 to Point/Station 272.000
PIPEFLOW TRAVEL TIME (User, specified size) ****
Upstream point/station elevation ' 262.00(Ft.)
Downstream point/station elevation = 261.53 (Ft.)
Pipe length = 17.00(Ft.) " Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 42.633(CFS)
Given pipe size = 36.00(In.) . -
Calculated individual pipe flow = 42.633(CFS)
Normal flow depth in pipe = 15.'49(Iri.)
Flow top width inside pipe = " 35.65(In.)
Critical Depth = 25.51(In.)
Pipe flow velocity = 14.66(Ft/s) '
Travel time through pipe =' 0.02 mm.
Time of concentration (TC) = . 24.79..min.
- V - -
++++++++++++-fT+++++++++++++±+++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station , 272.000 to Point/Station 272.000
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1 '
Stream flow area = 27.870(Ac.)
Runoff from this stream = ' . 42..633(CFS)
Time of concentration = 24.79 mm.
Rainfall intensity = 1.689(In/Hr) .
Program is now starting with Main Stream No. ,2 - .
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Process from Point/Station - 270.000 to Point/Station 271.000
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INITIAL AREA EVALUATION.****
User specified 'C' value of 0.900 given for subarea
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Initial subarea flow distance = 340.00(Ft.)
Highest elevation = 285.20(Ft.) -
Lowest elevation = 279.80(Ft.)
Elevation difference = 5 40(Ft )
I Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.69 mm.
TC = [1.8*(l.1-C)*distance''.5)/(% slope "(l/3)]
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TC = [1..8*(1.1.09000)*(340.00".5)/( 1.'59 -(1/3)]= 5.69
Rainfall intensity (I) = '4.363 fora 10.0 year storm
Effective runoff-coefficient-used for area (Q=KCIA) is C = 0.900
Subarea runoff = 2.670(CFS)
I Total initial stream area = 0 680(Ac )
I Proces from Point/Station 271.000 to Point/Station 272.000 **** STREET FLOW TRAVEL -TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 279.800(Ft.)
End of street segment elevation = 268.280(Ft.)
Length of street segment =
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779.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
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Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street -
Distance from curb to property line = 10.000(Ft.)
I Slope from curb to property line (v/hz) 0.020
Gutter width = 1 500(Ft )
Gutter hike from flowline = 2.000(In.)
I Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
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Estimated mean flow rate at midpoint of street = 5.027(CFS)
Depth of flow = 0.378 (Ft.)
Average velocity
Streetf low hydraulics at midpoint of street travel:
I Halfstreet flow width = 12.064(Ft.)
Flow velocity = 3.23 (Ft/s) . - Travel time = 4.02 min. TC = 9.71 min.
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Adding area flow to street' User specified 'C' valüeof 0.900 given for subarea
Rainfall intensity = 3.090(In/Hr) for a .10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
I Subarea runoff = 3.337.(CFS) for 1.200 (Ac.)
Total runoff = 6.008(CFS) 1Total area=
Street flow at end of street 6.008(CFS)
I Half street flow at end of street = 6.008(CFS)
Depth of flow = 0.397(Ft.)
Average velocity 3.345(Ft/s)' '
Flow width (from curb towards crown)= 13 013(Ft )
++++++++++++++++++++++++++++±++++++++++++++++++++++++++++++++++++±++++
I - __•!_._.
Process from Point/Station . 272.000 to Point/Station 272.000
**** CONFLUENCE OF MAIN STREAMS
I The following data inside Main ,Stream is listed:
In Main Stream number: 2
Stream flow area = 1.880(Ac.)
I . Runoff from this stream = 6.008(CFS)
- Time of concentration = 9.71 nun.
Rainfall intensity = 3.090(In/Hr) . .
I Summary of stream data: . . .
Stream Flow rate TC - Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 . 42.633 24.79 1.689
I 2 6.008 . 9.71 3.090
Qxnax(l) =. * . .•
1.000 * .1.000 * 42.633) --
I . 0546 * l.00O*. . . .6.008) + = . •45.915
Qmax(2) = . .
- 1.000 * 0.392* .-42.633) +
I .
1.000. * 1.000 * 6.008) + =. 22.712
Total of 2 main streams to confluence: .. .
Flow rates before confluence point:
I 42.633 . 6.008
Maximu mf low rates at confluence using above data:
45.915 22.712 . ..
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Area of streams before confluence:
27.870 1.880 .. . .. .
I Results of confluence:
'.
. .
Total flow rate = . 45.915(CFS) .
Time of concentration = ?4••791 mm.
Effective stream area after confluence = 29.750(Ac.)
+++++++++++++++++++++++++++T++++++++++++++++++++++++++++++++++++
I Process from Point/Station 272.000 to Point/Station 273.000
.**** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = 261.20(Ft.)
Downstream point/station elevation - .. 261.00(Ft.)
Pipe length = 5.25(Ft.) Manning's N = 0.013 .
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No. of pipes .= 1 Required pipe flow = 45.915(CFS)
- Given pipe size = 36.00(In.) .. .
Calculated individual pipe flow , = .45915(CFS)
Normal flow depth in pipe = 14.77(In.) . .
I Flow top width inside pipe = 35.41(In.)
Critical Depth = 26.47(In.)
.
.•
Pipe flow velocity = 16.82 (Ft/s) . .
I Travel time through pipe = _,0.01 mm. *
Time of concentration (TC) = 24.80 mm.
I . ++++++++++++4+++++++++++++++++++++++++++++++++++++++++++++-+++++++++
Process from Point/Station . 273.000 to Point/Station 274.000
**** PIPEFLOW TRAVEL TIME (User specified size),****
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Upstream point/station elevation = 260.67(Ft.)
I Downstream point/station elevation = 259.00(Ft.)
Pipe length = 141.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.915(CFS)
I Given pipe size = 36.00(In.)
Calculated individual pipe flow = 45.915(CFS)
Normal flow depth in pipe = 20.77(In.)
Flow top width inside pipe = 35.57(In.)
I Critical Depth = 26.47 (In.)
Pipe flow velocity = 10.86(Ft/s)
Travel time through pipe = 0.22 mm.
Time of concentration (TC) =. 25.01 mm.
I Process from Point/Station 274.000 to Point/Station 274.000 **** CONFLUENCE OF MAIN STREAMS ****
I The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 29.750(Ac.)
Runoff from this stream =' :. 45.915(CFS) I Time of concentration = 25.01 min.'
Rainfall intensity= 1.679(In/Hr)
Summary of stream data:
I Stream Flow rate rc . Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 45.915 25.01 1.679
Qmax(l) =
1 1.000 * 1.000 45.915) + = 45.915
Total of 1 main streams to confluence:
I Flow rates before confluence point:
45.915
Maximum flow rates at confluence using above data:
I . 45.915
Area of streams before confluence:
29.750 . ..
Results of confluence:
Total flow rate = 45..915(CFS)
Time of concentration = 25. 013 mm. I Effective stream area after confluence = 29.750 (Ac.)
++++++++++++ +++ ++++++ +++++++++++++ ++++++ ++++ +++ +++ + ++ ..............
Process from Point/Station 220.000 to Point/Station 221.000 **** INITIAL AREA EVALUATION.**** . -.
Decimal fraction soil group A,= 0.000 . Decimal fraction soil group B = 0.000 -
Decimal fraction soil group C =,0.000
Decimal fraction soil group D = 1.000 -
[COMMERCIAL area type ] Initial subarea flow distance = 750.00(Ft.)
I
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Highest elevation = 323.50(Ft.) .
Lowest elevation = 308.00(Ft.) -
I Elevation difference = 15.50(Ft')
Time of concentration calculated by the urban .. .
areas overland flow method (App X-C) = 9.68 mm.
TC = (1.8*(1.1-C)*distance'.5.)/(% slope' (l/3)) ••
I TC = [1.8*(1.1-0.8500)*.(750.00'.5)/( 2.07A(1/3)]= 9.68
Rainfall intensity (I) 3.098 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.850.
I Subarea runoff = 17.644(CFS)
Total initial stream area = 6 700(Ac )
I Process from Poiht/Station. 221.000 to-Paint/Station 222.000 **** PIPEFLOW TRAVEL TIME (User specified size)
I Upstream point/station elevation = 304.00(Ft.)
Downstream point/station elevation = 271.00(Ft..)
I Pipe-length = 100.00(Ft.) - Manning's N = 0.013
No. of pipes = 1 Required-pipe flow , = 17.644(CFS)
Given pipe size = 18.00(In.)
I
Calculated individual pipe flow = 17.644(CFS)
Normal flow depth in pipe = 6.67(In.)
Flow top width inside pipe = 17.39(In.)
Critical depth could not be calculated.
I . Pipe flow velocity 29.64 (Ft/s) - Travel time through pipe =1;.0.06 min.-.
Time of concentration'(TC) 973 mm..
I . -- •-. • •.
Process from Point/Station • 222.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1-in normal stream number 1
I Stream flow area = 6.700(4c.) • .
Runoff from this stream= - 17.644(CFS) - Time of concentration= 9.73.-mm. • • •
I
Rainfall intensity = 3.087(In/Hr)
.•'$ .- .. -'
+++++++++++++++++++++++++±±++++++++4++++1 ++++++++++++++++++++++++++..
I Process from Point/Statioh-, 230.000to Point/Station 222.000 **** INITIAL AREA EVALUATION **** ••. •. -,.
I
, Decimal fraction soil group A= 0.000- •
Decimal fraction soil group-B= 0.000 - - - - •
Decimal fraction soil group C = 0.000 -- . • .. .
Decimal fraction soil group D= 1.000
I . [COMMERCIAL area type. . • -. ] - Initial subarea flow distance =- 1230.00(Ft..) .
Highest elevation = 318.00(7t.-) • .
I Lowest elevation = 273.90(Ft,)
Elevation difference
Time of concentration calculated by the urban - •
I
areas overland flow method (AppX-C) = 10.31 mm.- .
TC = (1.8*(l.l_C)*distanceA.5)/(% Slope '(l/3)) • .
TC= [1.8*(1.1_0.8500)*(1230.00A.5)/(. 3.59"-(1/3)]= 10.31
Rainfall intensity (I).= 2.973 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 21.230(CFS)
Total initial stream area .= 8.400(Ac.)
I Process from Point/Station 222.000 to Point/Station 222.000
**** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: 1 in normal stream number 2
Stream flow area = 8.400:(Ac.)
Runoff from this stream = • 21.230(CFS) .•-
I
Time of concentration = 10.'31 min.
Rainfall intensity = 2 973(In/Hr)
Summary of stream data:
I Stream Flow rate TC. Rainfall Intensity
No. (CFS) (mm); (In/Hr)
I i 17644 973 3 .087
2 * 21.230 10.31 2.973
I
Qmax(1) =
1.000. * •000-* 17.644)+
1.000 * 0944* 21.230) + = 37.679
Qmax(2) = *
I. 0.963 -* l.000*. 17.644) +
1 000 * .1 .000 * 21.230) + = 38.227
I
Total of 2 streams to confluence:
Flow rates before confluence point:
17.644 21.230 - -
Maximum flow rates at confluence using above -data:
1 37.679 38.227
Area of streams before confluence:
6.700 8.400 -
I Results of confluence:
Total flow rate = 38.227(CFS)
- Time of concentration = - 10.311 mm.
Effective stream area after conflueñce-=
- 15.100(Ac.)
I Process from Point/Station - 222.000 to Point/Station 223.000 *** PIPEFLOW TRAVEL TIME(-User specified size) 1*
I
Upstream point/station elevation = 270.67(Ft.)
Downstream point/station elevation = - 269.50(Ft.)
Pipe length = 16.00(Ft.) Manning's N = 0.013
I
No. of pipes- = 1 Required pipe flow =- - 38.227(CFS)
Given pipe size := 24.00(In.)
- Calculated individual pipe flow = 38.227(CFS)
Normal flow depth in pipe = - 13.75(In.)
I Flow top width inside pipe = 23.74(In.) -
Critical depth could not be calculated..
Pipe flow velocity = - 20.55(Ft/s) -
Travel time through pipe =. 0.01 min.,-
I Time of concentration (TC) = 10.32 min.
I
Street flow is on [1] side(s) of the-street
Distance from curb to property line 10.000(Ft.)
'Slope from curb to property line (v/hz) = 0'. 020
Gutter width = 1.500(Ft.) '
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150 ;
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.294(Ft.)'
Average velocity = 2.917.(Ft/s)
Streetf low hydraulics at midpoint of street travel:
Halfstreet flow width = 7.885(Ft.)
Flow velocity = 2.92(Ft/s)
Travel time = 1.63 min . c TC = , 6.63 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
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2 .'113(CFS)
++++++++++++++++++++++++++++ fl: ++++++++++±++++++++++++++++++++++++++++++
Process from Point/Station - 223.000to Point/Station 223.000
**** CONFLUENCE OF MINOR STREAMS'****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 15.100(Ac.) .
Runoff from this stream I 38.227(CFS)
Time of concentration = l032min.
Rainfall intensity = 2.971(In/Hr)
Process from Point/Station 290.000 to Point/Station 291.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea'
Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 289.20(Ft.) -
Lowest elevation = .283.50(Ft.) '
Elevation difference = 5.70(Ft.)
Time of concentration calculated by the urban
areas overland flow method (AppX-C) = 3.59 min.
TC = [1.8*(1.1_C)*distancefr'.5)/(% slope "(l/3)).
TC= [1.8*(l..l_0.9000)*(200.00A.5)/( 2.85"(1/3)]= 359
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 4.743 for .a 10.0 year storm
Effective runoff coeffic,ien 'used for area (Q=KCIA). is C = 0.900
Subarea runoff = 1.238(CFS)
Total initial stream area = 0 290(Ac )
++++++++±++++++++++++++++++++++++++++-+±+++++++++++++++++++++++++.++
Process from Point/Station 291.000 to Point/Station 292.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = ' 283.500(Ft.)
End of street segment e1evtion = 278.700(Ft.)
Length of street segment = 285.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to-crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
I
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Li]
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Rainfall intensity = 3.954(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational rnethod,Q=KCIA, C = 0.900
I
Subarea runoff = 1.459(CFS) for 0.410(Ac.)
Total runoff = 2.697(CFS) Total area = 0.70(Ac.)
Street flow at end of street = 2.697(CFS)
Half street flow at end of street = 2.697.(CFS)
I Depth of flow = 0.314 (Ft.) -
Average velocity = 3.033(Ft/s)
Flow width (from curb towards crown)= 8.870(Ft.)
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station. 292.000 to Point/Station 223.000
I **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 273.00(Ft.)
I Downstream point/station elevation = 271.23(Ft.)
Pipe length = 146.40(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 2.697(CFS)
I
Given pipe size = 18.00 (In.) -
Calculated individual pipe flow = 2.697(CFS)
Normal flow depth -in pipe =. 5.92(In.)
I
Flow top width inside pipe =. 16.91(In.)
Critical Depth = 7.47(In.)
Pipe flow velocity = 5.33(Ft/s)
Travel time through pipe = 0.46 nun.
Time of concentration (TC) = 7.09 mm. - -
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station - 223.000 to Point/Station 223.000 **** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: 1 in normal stream number 2
Stream flow area 0.700 (Ac.)
Runoff from this stream = 2.697(CFS)
I
Time of concentration = 7.09 min.
Rainfall intensity 3.787(In/Hr).
Summary of stream data:
I Stream Flow rate TC Rainfall Intensity
No (CFS) (mm) (In/Hr)
I 1 38 .227 1032 2.971
2 2.697 7.09 - 3.787
I
Qmax(l) =
1.000 * 1.000* 38.227) +
0.784 * 1.000 *, 2.697) + .- 40.343
Qmax(2) =
I 1.000 * 0.686 '* 38.227) +
1.000 * 1.000 * 2.697) + = 28.933
I Total of 2 streams to confluence: - - -
Flow rates before confluence point: - -
38.227 2.697
Maximum flow rates at confluence using above data:
I 40.343 28.933
Area of streams before confluence:
15.100 0.700
I
Results of confluence:
Total flow rate = 40.343(CFS)
Time of concentration = 10.324 mm.
Effective stream area after confluence = 15.800(Ac..)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 223.000 to Point/Station 224.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 269.73(Ft.)
Downstream point/station elevation = 266.00(Ft.)
Pipe length = 265.05(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 40.343(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 40.343(CFS)
Normal flow depth in pipe = 18.21(In.)
Flow top width inside pipe-',36.00(In.)
Critical Depth = 24.83 (In.)
Pipe flow velocity = 11.25(Ft/s)
Travel time through pipe = 0.39 mm.
Time of concentration (TC) 10.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 224.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 265.67(Ft.)
Downstream point/station elevation = 260.52 (Ft.)
Pipe length = 173.00(Ft.). Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 40.343(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 40.343(CFS)
Normal flow depth in pipe = 14.72(In.)
Flow top width inside pipe = 35.40(In.)
Critical Depth = 24.83(In.)
Pipe flow velocity = 14.85(Ft/s)
Travel time through pipe = 0.19 mm.
Time of concentration (TC) = 10.91 mm.
Process from Point/Station 225.000 to Point/Station 225.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 15.800(Ac.)
Runoff from this stream = 40.343(CFS)
Time of concentration '= 10.91 mm.
Rainfall intensity '= 2 867(In/Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 205.000 to Point/Station 206.000 **** INITIAL AREA EVALUATION
User specified 'C' value of 0.900 given for subarea
I
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I Initial subarea flow distance = 200 00(Ft ) Highest elevation = 278 70(Ft ) 41
I
Lowest elevation = 275.10(Ft.)
Elevation difference = 3.60(Ft.) - Time of concentration âa1culated by the u'rban
areas -overland flow method (App X-C) = 419 mm.
I TC = [1 8*(l 1-C)*distance" 5)/(% slopeA(l/3))
TC= [1.8*(1.1_0.9000)*(200.00'.5)/( 1.80'(1/3)]= 4.19 Setting time of concentration to 5 minutes -.
I Rainfall intensity (I).= 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C
=.0.900 Subarea runoff = 1 323(CFS)
Total initial stream area =. 0 310(Ac )
I Process from Point/Station "-' 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME. + SUBAREA FLOW 'ADDITION ****
I
Top of street segment elevation = 275.100(Ft.) End of street segment elevatiOn = 269.400(Ft.) Length of street segment = 375 000(Ft ) Height of curb above gutter flowline =' 6.0(In.)
I Width of half street (curb to crown) = 53 000(Ft )
- Distance from crown to crossfall grade break
= 51.500(Ft.) Slope from gutter to grade break'(v/hz) = 0.087
I Slope from grade break to drown (v/hz) = 0.020 Street flow is 'on [1] side(s) of the street
, Distance from curb to property line = 10 000(Ft )
I
Slope from curb to propertyiine (v/hz) = 0.020 Gutter width = 1 500(Ft ) Gutter hike from flowline = 2 000(In ) Manning's N in gutter = 0.0150
I Manning's N from gutter to grade break= 0.0150
. Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = , ' 2.476(CFS)
I
Depth of flow = 0 311(Ft ) Average velocity 2.865(Ft/s) Streetflow hydraulics at midpoint of street travel
I
Halfstreet flow width .= 8 727(Ft ) Flow velocity = 2 86(Ft/s)
Travel time = 2.18 mm TC = 7,1& nun Adding area flow to street •-
I User specified 'C' value of .0.900 given for subarea
Rainfall intensity =. 3.755(In/Hr)... for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
= 0.900
I
Subarea runoff = 1 825(CFS) for 0 540(Ac ) Total runoff = . 3.148(CFS) Total area = 0.85(Ac.) Street flow at end of street = 3 148(CFS) Half street flow at end of street = 3 148(CFS)
I Depth of flow = 0 332(Ft ) Average velocity = 2.986(Ft/s) Flow width (from curb towards 'crown)= 9.757-(Ft.),
Process from Point/Station . '207.000 to Point/StatiOn 225.000 I *** PIPEFLOW TRAVEL TIME (User specified size),****. .
Upstream point/station elevation = 263 00(Ft )
I
I Downstream point/station elevation = 261.30(Ft.)
Pipe length = 12.00(Ft.) Manning's N
I
No. of pipes = 1 Required pipe flow = 3.148(CFS)
Given pipe size =. 18.00(m.) - Calculated individual pipe flow 3.148(CFS)
Normal flow depth in pipe = 3.43(In)
I Flow top width inside pipe =.- 14.14(In.)
Critical Depth = 8.11(In.). - -'
Pipe flow velocity = 13.38(Ft/s) -
I Travel time through pipe -= 0.01 mm.
Time of concentration (TC) =-, -7.20 mm.
I Process from Point/Station 225.000 to Point/Station 225.000 **** CONFLUENCE OF MAIN STREAMS
I The following data inside Main Stream is listed:
In Main Stream number: 2 -
I
Stream flow area '= - .0.850(Ac.)
Runoff from this stream= - 3.148(CFS) - - Time of concentration =, 7.20 min.
- Rainfall intensity = 3.750(In/Hr) -
I Summary of stream data:
,
-
Stream Flow rate TC -. Rainfall Intensity No. (CFS) (mm) ' : - -(In/Hr)
1 . 40.343 - 10.91 - ---2.867 2 3.148 7.20. -. 3.750 Qmax(1)
- 1.000'.* 1.000. * - 40.343) +
I 0.765 * 1.000. 3.148) + = -. 42.749 Qmax(2)= .. -
1.000 * 0.660 *' 40.343) +
I - 1.-000 * -
-
1.000 * 3.148) + = 29.756 -
Total of 2 main streams to Oonfluence: -, - Flow rates before confluence point:
I -
- 40.343 3.148
Maxim
- - - - um flow rates at confluence using above data:
42.749 •- 29.756. . -
I Area of streams before confluence: - 15.800 - - 0.850 . - .• .. - -
I Results of confluence: . - .-
Total flow rate = 42.749(CFS)
Time of concentration = 10.911 mm. - -.
I Effective stream -area after confluence =- 16.650(Ac.)
-
I
-
Process from Point/Station - 225.000 to Point/Station 226.000 ** PIPEFLOW TRAVEL TIME 4(User specified size) **
-
I Upstream point/station elevation = 260.52(Ft.)
Downstream point/station elevation = 259.19 (Ft.) Pipe length = 45.00(Ft..) Manning's N- = 0.013
- :- -'-
No. of pipes = 1 Required pipe flow = 42.749(CFS)
Given pipe size = 36.00(in.)
I
Calculated individual pipe.flow = 42.749(CFS)
Normal flow depth in pipe = 15.22(In.)
Flow top width inside pipe = 35 57(In )
I
Critical Depth = 25.57 (In.) '
Pipe flow velocity = 15.04(Ft/s)
Travel time through pipe = 0.05 mm.
Time of concentration (TC) = 10.96 mm.
I
I
Process from Point/Station 226.000 to Point/Station 226.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data,
I
inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 16. 650 (Ac.)
Runoff from this stream = '42.749(CFS)
I
Time of concentration = 10.96 min.'
Rainfall intensity = 2.858(In/Hr)'
Program is now starting with Main Stream No. 2
Process from Point/Station 280.000 to Point/Station 281.000
I **** INITIAL AREA EVALUATION ****
User specified 'C' value of-.0.900 given for subarea
I
Initial subarea flow distance = 405.00(Ft.)
Highest elevation = 287.20(Ft.) -
Lowest elevation = 279.80(Ft.)
Elevation difference = 7.40(Ft.)
I Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.93 mm.
TC = (1.8*(1.1-C)*distance".5)/(% slope"-(l/3)]
I TC = [1.8*(1.1_0.9000)*(405.00A.5)/( 1.83-(1/3)]= 5.93
Rainfall intensity (I) = 4.250 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 3.443(CFS) .
I Total initial stream area =- 0.90,0(Ac.)
I Process from Point/Station ,. 281.00.0 to Point/Station 282.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **
Top of street segment elevation = 279.800(Ft.)
End of street segment elevation = 268.700(Ft.)
Length of street segment = 864.000(Ft.)
I Height of curb above gutter flowline = 6.0(In.)'
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
U Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1J side(s) of the street
I
Distance from curb to property. line = 10.000(Ft.)
Slope from curb to property line (v/hz) ',0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
I
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.929(CFS) Depth of flow = 0.403 (Ft.)
Average velocity = 3.155(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Half street flow width = 13.329(Ft.)
Flow velocity = 3.16(Ft/s)
Travel time = 4.56 mm. TC = 10.49 min. Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 2.941(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C EEWHEMM Subarea runoff = 3.441(CFS) for I.300(Ac.)
Total runoff = 6.883(CFS), Total area = 2.20(Ac.) Street flow at end of street = 6.883(CFS) Half street flow at end of street = 6.883(CFS) Depth of flow = 0.420(Ft.)
Average velocity 3.256(Ft/s).
Flow width (from curb towards crown)= 14.183(Ft.)
I Process from Point/Station 282.000 to Point/Station 282.000 **** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: 2 in normal stream number 1
Stream flow area = 2.200 (Ac.)
I
Runoff from this stream = 6.883(CFS)
Time of concentration = 10.49 min. Rainfall intensity = 2.941(In/Hr)
Process from Point/Station .,,285.000 to Point/Station 286.000
I
** INITIAL AREA EVALUATION ,****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
I Highest elevation = 286.50(Ft.) - Lowest elevation = 280.10(Ft.)
Elevation difference = 6.40(Ft.)
I Time of concentration calculated by the urban
,areas overland flow method (App X-C) 4.84 mm. TC = [1.8*(l.1_c).*distance'.5)/(% slope '(l/3)J
I
.TC= {1.8*(1.1_0.9000)*(300.00'.5)/( 2.13"(1/3)]= .4.84
Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743. for a .10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
I Subarea runoff = 1.835(CFS)
Total initial stream area ,= 0.430(Ac.)
I Process from Point/Station 286.000 to Point/Station 282.000
I
**** STREET FLOW TRAVEL TIME ± SUBAREA FLOW ADDITION ****
Top of street segment elevation = 280.100(Ft.) End of street segment elevation =. 268.700(Ft.)
I
Length of street segment = 761.000 (Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500 (Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = Q.0150
Estimated mean flow rate at midpoint of street. 4.183(CFS) Depth of flow = 0.359 (Ft.)
Average velocity = 3.129(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = ll.11l(Ft..)
Flow velocity = 3.13 (Ft/s)
Travel time = 14.05 min., TC = 9.05 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 3.234(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = Subarea runoff = 3.201(CFS) for 1.100(Ac.)
Total runoff = 5.037(CFS), Total area = 1.53(Ac.)
Street flow at..end of street = 5.037(CFS)
Half street flow at end of. street = 5.037(CFS)
Depth of flow = 0.377 (Ft.)
Average velocity = 3.244(Ft/s)
Flow width (from curb towards crown)= 12.041(Ft.)
Process from Point/Station
. 282.000 to Point/Station 282.000 ** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.530(Ac.)
Runoff from this stream = 5.037(CFS)
Time of concentration = .9.05 mm.,
Rainfall intensity = 3.234(In/Hr)
Summary of stream data:
Stream Flow rate TC . Rainfall Intensity No. (CFS) (mm) (In/Hr)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1 6.883
2 5.037
Qmax(l) =
1.000 *
0.909 *
Qmax(2) =
1.000 *
1.000 *
Total of 2 streams to confluence:
Flow rates before confluence point:
I
[1
I
10.49
9.05
1.000 *
1.000 •* -
0.863 *
1.000 *
2.941
3.234
6.883) +.
5.037) + =
6.883) +
5.037) + =
11.464
10.978
6.883 5.037
Maximum flow rates at confluence using above data:
11.464 10.978
Area of streams before confluence:
2.200 1.530
Results of confluence
Total flow rate = 11 464(CFS)
Time of concentration = 10.490 mm. -:
Effective stream area after confluence = 3 730(Ac )
+++++++++++f++++++++++++++±+++++++++++++++++++++++++++++++±+++++++++++
Process from Point/Station 282.000 to Point/Station - 226.000 PIPEFLOW TRAVEL TIME (tlser.spec.ified size) ****
Upstream point/station elevation =. 264.00(Ft.) Downstream point/station elevation '= 260.69 (Ft.) Pipe length = 65.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.464(CFS) Given pipe size = 18.00(In.)
- Calculated individual pipe flow = 11 464(CFS) Normal flow depth in pipe = 8.85(In.)
Flow top width inside pipe = 18 00(In ) Critical Depth - 15.50(In.)
Pipe flow velocity = 13 26(Ft/s)
Travel time through pipe = 0 08 nun
Time of concentration (TC) = 10.57 nun
Process from Point/Station 226.000 to Point/Station 226.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed
- In Main Stream number: 2
Stream flow area = 3.730(Ac.)
Runoff from this stream = Y11.464(CFS)
Time of concentration = 10.57 mm.
Rainfall intensity = 2.926(In/Hr)
Summary of stream data
Stream Flow rate TC , Rainfall Intensity No (CFS) (nun) (In/Hr)
1 42.749 10.96 2.858 2 11.464 10.57' ' 2.926 Qmax(l) =
1 000 * 1 000 * 42.749) +
0.977, * 1.000 * ' 11.464) + = 53.949' Qniax(2) =
1.000 * 0.965 * 42.749) +
1.000 * 1 000 * 11.464) + = 52.697
Total of 2 main streams to -confluence: Flow rates before confluence point:
' 42.749 11.464. Maximum flow rates at confluence using above data
53.949 52 697
Area of streams before confluence
I 16 650 3.730
I Results of confluence:
Total flow ,rate = 53.949(CFS)
Time of concentration = 10.961niin.
I Effective stream area after confluence' = 20.380(Ac.)
I '
Process from Point/Station— 226.000 to Point/Station, 227.000
***'* PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = 258.86(Ft.)
Downstream point/station elevation = 258.41(Ft.)
Pipe length = 29.29 (Ft.) Manning's N = 0.013
I No. of pipes = 1 Required pipe flow 53.949(CFS) Given pipe size = 36.00(In.)
Calculated individual pipe flow . = , 53.949(CFS)
I .Normal flow depth in-pipe = 21.19(In.)
Flow top width inside pipe = 35'.43(In.)
Critical Depth = 28.60(In.)
Pipe flow velocity = 12.46(Ft/s)
I Travel time through pipe = •0.04 min., ' Time of concentration (TC)= 11.00 mm.
I +++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++
Process from Point/Station 227.000 to Point/Station 227.000
I
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
I Stream flow area = 20.380'(Ac.) ' Runoff from this stream = 53.949(CFS)
Time of concentration = 11.00 min. ' Rainfall intensity = 2.852(In/Hr) ' Summary of stream data: .
Stream Flow rate TC Rainfall Intensity
I No. (CFS) (mm) (In/Hr)
I l 53.949 11.00 2 852 Qxnax(l) =
1.000 * 1 000 * 53.949)- + = 53.949
Total of 1 main streams to confluence:
Flow rates before confluence point:
53.949
I Maximum flow rates, at confluence using above data:
53.949 '
Area of streams before confluence:
I 20.380
I
Results of confluence:
.Total flow rate = , 53.949(CFS) ' Time of concentration = 11.000 mm. Effective stream area after confluence
=' 20.380(Ac.)
I
+++++++++++++++++++++++++++++++++++++++f++++++++++++++++++++++++++++++
Process from Point/Station 240.000 to Point/Station 241.000 **** INITIAL AREA EVALUATION r*
Decimal fraction soil group A = 0.000
Decimal fraction soil groupB = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type ]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = (11.9*length(Mi)A3)/(elevation change)]-.385 *60(mjn/hr) + 10 mm. Initial subarea flow distance = 1025.00(Ft.)
Highest elevation = 322.00(Ft.)
Lowest elevation = 289.80(Ft.)
Elevation difference = 32.20(Ft.)
TC=[(11.9*0.1941"3)/( 32.20)]A.385= 6.16 + 10 min. = 16.16 mm.
Rainfall intensity. (I) = 2.226 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 5.108(CFS)
Total initial stream area = 5.100(Ac.)
+++++ ++++ +++++++++++++++ ++++++ +++++++++++++ + + ++ +++ +++++ + ++ ++ +++++++ ++ +
I Process from Point/Station 241.000 to Point/Station 252.000 **** PIPEFLOW TRAVELTIME (User specified size) ****
I
Upstream point/station elevation = 285.40(Ft.)
Downstream point/station elevation = 285.00(Ft.)
Pipe length = 22.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow . = 5.108(CFS)
I Given pipe size = 24.00(In.)
Calculated individual pipe flow = 5.108(CFS)
Normal flow depth in pipe = 6.64(In.)
I Flow top width inside pipe = 21.48(In.)
Critical Depth = 9.54(In.)
Pipe flow velocity = 7.21(Ft/s)
Travel time through pipe = 0.05 min.
I Time of concentration (TC) = 16.21 mm.
I Process from Point/Station 252.000 to Point/Station 252.000 **** CONFLUENCE OF MAIN STREAMS ** -
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area
Runoff from this stream = 5.108(CFS)
Time of concentration = 16.21 main.
Rainfall intensity = 2.221(In/Hr)
Program is now starting with Main Stream No. 2
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station • 250.000 to Point/Station 251.000 **** INITIAL AREA EVALUATION ****
I -
I
I
I
I
I
I
L
I User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance 375.00(Ft.)
I
. Highest elevation = 317.00(Ft.)
Lowest elevation = 306.80(Ft.)
Elevation difference = 10.20(Ft.)
Time of concentration calculated by the urban
I areas overland flow method (App X-C) 4.99 mm.
TC = (1.8*(1.1-C)*distance".5)/(% slope"(1/3)]
TC= (1.8*(1.1_0.9000)*(375.00".5)/( 2.72"(1/3))= 4.99
I Setting time of concentration to 5 minutes
Rainfall intensity (I) = 4.743 for a 10.0 year storm
Effective runoff coefficient used for area(Q=KCIA) is C = 0.900
Subarea runoff = 2.476(CFS)
I Total initial stream area = 0.580 (Ac.)
I Process from Point/Station 251.000 to Point/Station 252.000 ****.STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 306.800(Ft.)
End of street segment elevation = 289.200(Ft.)
Length of street segment =' 785.000(Ft.),
I Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.)
I Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street
I
Distance from curb to property line, = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500 (Ft.)
Gutter hike from flowline = 2.000(In.)
I Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
I
Estimated mean flow rate at midpoint of street = . 4.909(CFS) Depth of flow = 0.355(Ft..)
Average velocity = 3.797(Ft/s)
I
Streetflow hydraulics at midpoint of street travel-.'
Halfstreet flow width = 10.910(Ft.)
Flow velocity = 3.80(Ft/s)
Travel time = 3.45 min. TC = 8.45 min.
I Adding area flow to street. User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 3.382(In/Hr) •for a 10.0 year storm
I
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff .= 3.470(CFS) for 1.140(Ac.)
Total runoff = 5.945(CFS) Total area = 1.72(Ac.) Street flow at end of street =. 5.945(CFS)
I Half street flow at end of street = 5.945(CFS) Depth of flow = 0.374(Ft.), .
Average velocity = 3.941(Ft/s) Flow width (from curb towards crown)= 11.858(Ft.)
+++++++±+++++++++++++++++++ -++++++++++++++++++++++++++++++++++++-+++++
I Process from Point/Station 252.000 to Point/Station 252.000 **** CONFLUENCE OF MAIN STREAMS ****
I
I
I
I.
1
I
I
I
I
1.
I
I.
I
I
I .
I .,
I .
1
I
I
The following data inside Main Stream is listed:
In Main Stream number: 2 - - -
Stream flow area = 1.720(Ac.)
Runoff from this stream = -5.945(CFS)
Time of concentration = 8-.45 nun. - -
Rainfall intensity =. 3.382(In/Hr)
Summary of stream data:
Stream Flow rate TC - Rainfall Intensity
No. . (CFS) .(mir) (In/Hr)
1 5.108 16.21 . . - 2.221
2 5.945 8.45 - 3382
Qinax(l)
1.000 * 1.000* 5.108) •+ .
0.657 .* 1.000.* - 5.945) + = 9.012
Qmax(2) =
1.000 * 0.521 * 5.108) +
1.000 * 1.000* 5.945) + = 8.607
Total of 2. main streams to confluence:-
Flow rates before confluence point: - 5.108 . 5.945
Maximum flow rates at confluence using above data:
9.012 8.607
Area of streams before confluence:
5.100 .1.720
Results of confluence:
Total flow rate = 9.012(CFS) . .
Time of concentration = .16.209 mm.
Effective stream area after confluence = 6.820 (Ac.)
Process from Point/Station. . 252.000 to Point/Station,- 263.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 284.77(Ft.)
Downstream point/station elevation = 266.30(Ft.)
Pipe length = 146.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.012(CFS)-
Given pipe size = -, 24.00.(In.) ., •. -
-
Calculated individual pipe flow 9.012(CFS) .
Normal flow depth in pipe '= 5.43(m5) .
Flow top width inside pipe = 20.08(m5)
Critical Depth = 12.84-(In.)
Pipe flow velocity - 16.93:(Ft/s)
Travel time through pipe = .0.14 mm. '
Time of concentration (TC) = -• 16.35 nuin..
++++++++++±+++++++++++++++±++++++++++.f++Li+++++++++++++++++++++++.+
Process from Point/Station 263.000 to Point/Station 263.000 ** CONFLUENCE OF MAIN STREAMS
The following data inside Main.Streain is listed:
In Main Stream number: 1 - '.'
Stream flow area = 6 820(Ac )
Runoff from this stream = 9.012(CFS)
I
Time of concentration = 16.35 mm.
Rainfall intensity = 2.208(In/Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++ ++++±++++±+++++++++++++++++++++++F++++++++
Process from Point/Station 260 000 to Point/Station 261.000
I ****,INITIAL AREA EVALUATION,****
User specified 'C' value of 0,900 given for subarea
I
Initial subarea flow distance = 255.00(Ft.)
Highest elevation = 305.80(Ft.)
Lowest elevation = 305.00(Ft.)
Elevation difference
I Time' of concentration calculated by the urban
areas overland flow method (App X-C) 8.46 mm.
TC = (1.8*(l.l_C)*distanceA.5)/(% slope '(l/3)]
I
TC= [1.8*(1.1_0.9000)*(255..00A.5)/( 0.31(1/3)]= 8.46
Rainfall intensity (I) = 3.378 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.125(CFS)
I Total initial stream area = 0.-17 0 (Ac )
I Process from Point/Station 261.000 to Point/Station 262.000
* **** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION ****
I Top of street segment elevation = 305.000(Ft.)
End of street segment elevation = 286.500(Ft.)
Length of street segment 675.000(Ft.)
I Height of curb above gutter flowline = ' 6.0(In..)
Width of half street (curbto crown) = 53.000(Ft.)
Distance from crown to crossfall grade-break = 51.500(Ft.)
I
.Slope 'from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.102'0
Street flow is on (1] 'side(s) 'of the street
Distance from curb to property line = 10. 000 (Ft.)
I . Slope from curb to property. line (v/hz)' = 0.020
Gutter width = 1.500 (Ft.) ,
Gutter hike from flowline = '2.000(In.)'.
I Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
I
Estimated mean flow rate at midpoint of street ,= 2.615(CFS) Depth of flow = 0.292 (Ft.) ' Average velocity = 3.705(Ft/s)
Streetflow hydraulics at midpoint '
of s'tree't travel: -
I Halfstreet flow width = 7.767(Ft*.)
' Flow velocity = 3 70(Ft/s)
Travel time = 3.04 min.,', 'TC = 11.50 mm.
I
Adding area flow to street User specified 'C' value of'0.900 given for subarea
Rainfall intensity = 2.772(In/Hr) for a 10.0 year storm
I
.Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.445'(CFS) for 0.980(Ac.)
Total runoff = ' 3.570(CFS)' Total area = 1.35(Ac.)
Street flow at end of street - 3.570(CFS)
I
I Half street flow at end of street = 3.570(CFS)
Depth of flow = 0.317 (Ft.)
Average velocity = 3.893(Ft/s) 1 Flow width (from curb towards crown)= 9.025(Ft.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 262.000 to Point/Station 263.000 *** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = 282.50(Ft.)
Downstream point/station elevation = 266.55 (Ft.)
Pipe length = 35.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.570(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.570(CFS) ' Normal flow depth in pipe = 2.75(In.)
Flow top width inside pipe = 12.95(In.)
Critical Depth = 8.65(In.) .
I
Pipe flow velocity =. 20.96(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 11.52 mm.
++++++++++++++++++++++++++++4-+++++++++++++ ++++++++++++++++++++++++++++
Process from Point/Station 263.000 to Point/Station 263.000
I
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
I
In Main Stream number: 2
. Stream flow area = 1.350(Ac.)
Runoff from this stream = 3.570(CFS)
Time of concentration = 11.52 min.
I Rainfall intensity = 2.768(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity I No. (CFS) (mm) (In/Hr)
I l 9012 1635 2.208 2 3.570 11.52 2.768 Qmax(l) =
I 1.000 * 1.000 * 9.012) +.
0.798 * 1.000 * 3.57.0) + = 11.861 Qrnax(2) =
.1.000 * 0.705 * 9.012) + I 1.000 * 1.000 * 3.570) + = 9.921
Total of 2 main streams to confluence:
I Flow rates before confluence point:
9.012 3.570
Maximum flow rates at confluence using above data:
- 11.861 9.921 . I Area of streams before confluence:
6.820 . 1.350
Results of confluence: V Total flow rate = 11.861(CFS)
I
I Time of concentration = 16.353 mm.
Effective stream area after confluence = 8.170(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station .. 263.000 to Point/Station 264.000
I **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 266.30(Ft.).
I
Downstream point/station-elevation = 262.00(Ft.)
Pipe length = 34.00(Ft..) Manning's N = 0.01.3
No. of pipes = 1 Required pipe flow- 7- 11.861(CFS)
I
Given pipe size = 24.00(In.)
Calculated individual pipe flow = .11.861(CFS)
Normal flow depth in pipe = 6.23 (In.)
Flow top width inside pipe = 21.04(In.)
I Critical Depth = 14.83(In.)
Pipe flow velocity = 18 33(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 16.38 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 264.000 to Point/Station 264.000 **** CONFLUENCE OF MAIN STREAMS
I
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = •8.170(Ac.) ,. .
I
. Runoff from this stream = 11.861(CFS)..
Time of concentration = 16.38 mm.
Rainfall intensity = 2.206(In/Hr)
Summary of stream data: .
I Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr)
1 11.861 1638 2.206 Qmax(l) =
I 1 000 * 1.000 * 11 861) + = 11.861
Total of 1 main streams to confluence:
I Flow rates before confluence point:
11.861
Maximum flow rates at confluence using above data
I.
11.861
Area of streams before confluence: .
8.170 .
I Results of confluence
Total flow rate = 11.861(CFS) ,.
Time of concentration ,=
1 n. 16 384 mm
Effective stream area after confluence = 8.170(Ac.)
I +++++++++++++++++++++++±+++++++++++++++++++±++++++++++++++++++++++++++
Process from Point/Station 299.900 to Point/Station 299.000 **** INITIAL AREA EVALUATION ****
I
Decimal fraction soil group A = 0.000
I
Decimal fraction soil group B = 0.000
Decimal fraction soil group C.= 0.000
Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type' ; ]
I Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = (11.9*length(Mi)"3)/(eleVatiofl change) ]'.385 *60(min/h -) + 10 mm.
I Initial subarea flow distance •570.00(Ft.)
Highest elevation = 420 00(Ft ) Lowest elevation = 395.00(Ft.)
Elevation difference = 25 00(Ft )
I TC=[(ll 9*0 1080"3)/( 25 00)]" 385= .3 .45 + 10 min.= 13.45 min. Rainfall intensity (I) = 2.505 fora. 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is 'C = 0.450
I Subarea runoff = 3.loo(CFS)
Total initial stream area = 2 750(Ac )
I Process from Point/Station 299.000 to Point/Station 298.000
I
IRREGULAR CHANNEL FLOW TRAVEL TIME
Depth of flow.= 0.085(Ft.)
Average velocity = 1.498(Ft/s)
I Irregular Channel Data ***********
Information entered for subchannel number 1
I
Point number 'X' coordinate 'Y' coordinate
1 000 200
2 800 000
3 32 00 0.00
I 4 4000 200 Manning' s 'N' friction factor = 0.040 ..-- --------------------------------
I
Sub-Channel flow = 3 100(CFS)
f low top width = 24.680 (Ft.)
velocity= 1 498(Ft/s)
area = 2 070(Sq Ft)
Froude number = 0.911
Upstream point elevation = 395 000(Ft )
I Downstream point elevation.-- 281 600(Ft ) Flow length = 2560 000(Ft ) Travel time = 28.49 mm
I
Time of concentration = 41-.44,min. Depth of flow = 0.085(Ft.)
Average velocity = 1.498(Ft/s) .. Total irregular channel flow = 3 l0O(CFS)
I . Irregular.channel normal depth above invert elev. = 0.085(Ft.) Average velocity of channel(s) = 1.498(Ft/s)
I
Sub-Channel No 1 critical depth = 0 080(Ft ) I critical flow top width = 24.641(Ft.)
critical flow velocity= 1 592(Ft/s)
critical flow area = 1 948(Sq Ft)
I
I
I Process from Point/Station . 299.500 to Point/Station 298.000
I **** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
I Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type ]
I Time of concentration = 41.94 mm.
Rainfall intensity = 1.203(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.450
Subarea runoff = 17.621(CFS) for 32.550(Ac.)
Total runoff = 20..72.1(CFS) Total area = 35.30(Ac.)
I Process from Point/Station 298.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 282.00(Ft.)
Downstream point/station elevation = 279.73 (Ft.)
Pipe length = 99.00(Ft.) Manning's N = 0.013 I No. of pipes = 1 Required pipe flow = 20.721(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 20.721(CFS)
I Normal flow depth in pipe = 11.06(In.)
Flow top width inside pipe =- 33.22(In.)
Critical Depth = 17.52(In.)
Pipe flow velocity = 11.24(Ft/s) I Travel time through pipe = 0.15 mm.
Time of concentration (TC) = 42.09 mm.
I +++++++++++++++++++++++++++++++++++++++++++++±++++++++++++++++++++++++
Process from Point/Station 297.000 to Point/Station 297.000
I **** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1 I Stream flow area = 35.300 (Ac.)
Runoff from this stream = . 20.721(CFS)
Time of concentration = 42.09 mm.
I Rainfall intensity = 1.200(In/Hr)
Program is now starting with Main Stream No. 2
I Process from Point/Station 265.000 to Point/Station 266.000 **** INITIAL AREA EVALUATION '*
I
I
I
I
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
Highest elevation = 307.00(Ft.)
Lowest elevation = 300.00(Ft.)
Elevation difference = 7.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.70 mm.
TC = [1.8*(l.l_C)*distanceA.5)/(% slope'-(l/3)]
TC= [1.8*(1.1_0.9000)*(300.00A.5)/( 2.33'(1/3)]= 4.70
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 4.743 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.195(CFS)
Total initial stream area = 0.280(Ac.)
+++++++++++++++++++++--++++++++++++++++++++++++++++++±+4+++++++++++++++
Process from Point/Station 266.000 to Point/Station 267.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 300.000(Ft.)
End of street segment elevation = 291.000(Ft.)
Length of street segment = ' 790.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb,tó crown) = 41.000(Ft.) Distance from crown to crossfall' grade break = 39.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s)' of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.796 (CFS) Depth of flow = 0.334 (Ft.')
Average velocity = 2.596(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = V9.870(Ft.)
Flow velocity = 2.60(Ft/s)
Travel time = 5.07 mm. TC 10.07 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
U Rainfall intensity = 3.019(In/Hr) for a 10.0 year storm Runoff coefficient used for 'sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff 2.038(CFS) for 0.750(Ac.) Total runoff = 3.233(CFS) Total area = 1.03(Ac.) I Street flow at end of street = 3.233(CFS) Half street flow at end of street =' 3.233(CFS) Depth of flow = 0.347(Ft.') , V
I Average velocity =, 2.667(Ft/s)
Flow width (from curb towards crown)=. 10.535(Ft.)
Process from Point/Station 267.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) **
I Upstream point/station elevation = 288.60(Ft.) Downstream point/station elevation = 279.73 (Ft.)
I Pipe length = 380.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow =. 3.233(CFS) Given pipe size = 18.00(m.)
I Calculated individual pipe flow' = 3.233(CFS)
Normal flow depth in pipe = 5.48(In.) '
Flow top width inside pipe ,= 16.56(In.)
Critical Depth = ' 8.22(In.) : I •..,V
I
I
I
I
I
I
I
I
I
I
I
I . . Pipe flow velocity= 7.I0(Ft/s)
Travel time through pipe= 0.89 mm.
Time of concentration (TC) 1096 mm. .
I Process from Point/Station 297.000 to Point/Station 297.000
**** CONFLUENCE OF MAIN STREAMS.
I .The following data inside Main Stream is listed:
In Main Stream number: '2
. Stream flow area = 1.030(Ac.) .
I
Runoff from this stream
Time -of concentration .= 10.96 mm.
Rainfall intensity = 2.858(In/Hr)
Program is now starting,with Main Stream No. 3
I
Process from Point/Station 255.000 to Point/Station 256.000 **** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900given for subarea
I Initial subarea flow distance = ,200.00 (Ft.)
Highest elevation = 291.00(Ft.) . ..
Lowest elevation = 287.80(Ft.)
.
I Elevation difference = 3..20(Ft.)
Time of concentration calculated by the urban -
areas overland flow method (App'X-C) = . 4.35 mm.
I
..TC = (1.8*(1.1-C)*distance".5)/(% slope'(1/3)]
TC = [1.8*(1.1-0.9000)*(200.00".5)/( 1.60'(1/3)]= 4.35 Setting time of concentration to 5 minutes
Rainfall intensity (I) = 4.743 for a 10.0 year storm
I Effective runoff coefficient used for: area (Q=KCIA) is-C = 0.900 Subarea runoff = 0.982(CFS)
Total initial stream area = '0.230(Ac..)
Process from Point/Station.. '. 256.000 to Point/Station 257.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 287.800(Ft.)
I End of street segment elevation = 283.900(Ft.)
Length of street segment.- = 300.000(Ft.) .-.
- Height of curb above gutter flowline = 6.0(In.)
I
Width of half street (curb tocrown) = 71.000(Ft.) Distance from crown to crossfall grade break = 69.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown(v/hz) = 0.020
I .Street flow is on [1J side(s) of the street
Distance from curb to property; line - = - 10.000(Ft.) Slope from curb to property. line (v/hz) = 0.020
I
Gutter width = 1.500(Ft.) .. -
Gutter hike from flowline = -2.000(In.) - Manning's N in gutter =. 0.0150
I
Manning's N from gutter to grade-break = 0.0150
Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.262(CFS) Depth of flow = 0.310 (Ft.).
Average velocity = 2.644(Ft/s)
Streetf low hydraulics at midpoint of street travel:
Halfstreet flow width = 8.678(Ft.)
Flow velocity = 2.64(Ft/s)
Travel time = 1.89 nun. TC = P6.89 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 3.856(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 2.082(CFS) for 0.600(Ac.)
Total runoff = 3.064(CFS) Total area = 0.83(Ac.)
Street flow at end of street= 3.064(CFS)
Half street flow at end of street = 3.064(CFS)
Depth of flow = 0.336(Ft.) ..
Average velocity = 12.786(Ft/s)
Flow width (from curb towards crown)= 9.985(Ft.)
Process from Point/Station 257.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 280.50(Ft.)
Downstream point/station elevation = 279.73 (Ft.)
Pipe length = 105.00(Ft.) Manning's N = 0.013
No. of pipes 1 Required pipe flow = 3.064(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.064(CFS)
Normal flow depth in pipe 7.24(In.)
Flow top width inside pipe =. 17.65(In.)
Critical Depth= 7.99(In.), S Pipe flow velocity = 4.61 (Ft/s)
Travel time through pipe = 0.38 mm.
Time of concentration (TC) 7.27 mm.
++++++++++++.+++++++.++++.+±+++++++++.++++++++++++++++++++++++++++++++
Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number:-3
Stream flow area = 0.-830(Ac.)
Runoff from this stream = 3.064(CFS)
Time of concentration = 7.27 mm.
Rainfall intensity = . 3.725(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min). (In/Hr)
I
Li
I
P
I
I
I
I
I
I
I
I
L
1
I
I 1 20.721
I 2
3
3.233
3.064
Qmax(1) =
1.000 *
I . 0.420 *
0.322 *
Qmax(2) =
I
42.09 1.200
10.96 .. 2.858
7.27 3.725
1.000 * 20.721) +
1.000 * 3.233) +
1.000 * 3.064) + = 23.066
I
I
I
I
I
I
I
I
I
I
I
I
F]
H
L 7
I
I
I
I Qmax(3) =
III
1.000 * 0.260 *
1.000 * 1.000 *
0.767 * 1.000 *
1.000 * 0.173 *
1.000 * 0.663 *
1.000 * 1.000 *
20.721) +
3.233) +
3.064) +
20.721) +
3.233) +
3.064) + =
10.982
8.788
Total of 3 main streams to confluence
Flow rates before confluence point:
20.721 3.233 3.064
Maximum flow rates at confluence using above data:
23.066 10.982 8.788
Area of streams before confluence:
35.300 1.630 0 830
Results of confluence
Total flow rate = 23.066(CFS)
Time of concentration = 42.085 mm. Effective stream area after4 confluence = 37.160(Ac.)
Process from Point/Station 297.000 to Point/Station 296.000 **** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 279.40(Ft.)
Downstream point/station elevation = 278.30(Ft.)
Pipe length = 46.00(Ft.) • Manning's N =,0.013
No. of pipes = 1 Required pipe flow = 23.066(CFS) Given pipe size = 36.00(In.)
Calculated individual pipe flow 23.066(CFS)
Normal flow depth in pipe = 11.57(In.)
Flow top width inside pipe = 33 62(In ) Critical Depth = 18.53(In.)
Pipe flow velocity = 11.75(Ft/s)
Travel time through pipe = 0.07 mm.. Time of concentration (TC) = 42.15 mm.
Process from Point/Station 296.000 to Point/Station 296.000 **** CONFLUENCE OF MAIN STREAMS ****
The following -data-inside Main Stream is listed
In Main Stream number:' 1
Stream flow area = 37.160(Ac.)
Runoff from this stream = 23.066(CFS) Time of concentration = 42.15 min.- Rainfall intensity = , 1.199(In/Hr)
Program is now starting with Main Stream No 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 275.000 to Point/Station 276.000 INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
I
I
I .
I
I
I
I
I
I
I
I
I
I .
I
I
I
I
I
Highest elevation = 307.00(Ft.) 0
Lowest elevation = 300.00(Ft.) - Elevation difference = 7.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.701 min. TC = (1.8*(1.1-C)*distance'.5)/(% slopeA(1/3))
TC = [1.8*(1.1_0.9000)*(300.00/.5)/( 2.33A(1/3))= 4.70 Setting time of concentration to 5 minutes
Rainfall intensity (I) = 4.743 for a 10.0 year storm Effective runoff coefficient usedfor area (Q=KCIA) is C
Subarea runoff = 1.835(CFS)
Total initial stream area = 0.430(Ac.)
0.900
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 276.000 to Point/Station 296.000 **** STREET FLOW TRAVEL TINE + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 300.000(Ft.) End of street segment elevation = 283.700(Ft.) Length of street segment = 1180.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = .0.020 Gutter width = 1.500(Ft.) 0 : Gutter hike from flowline = 2 000(In ) Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.463(CFS) Depth of flow = 0.390(Ft.)
Average velocity = 3.193(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Hãlfstreet flow width = 12.682(Ft.)
Flow velocity = 3.19(Ft/s). 0
Travel time = - 6.16 min. TC= 11.16 min. Adding area flow to street. 0 0
User specified 'C' value of .0.900'given for subarea
Rainfall intensity = 2.826(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, ..Rational method,Q=KCIA, C
= 0.900 Subarea runoff = 4.323(CFS) for l.700(Ac.) Total runoff = 6.159(CFS).. Total area = 2.13 (Ac.) Street flow at end of street = 6.159(CFS) Half street flow at end of street = 0 6.159(CFS) Depth of flow = 0 403 (Ft ) Average velocity= 3.273(Ft/s) 0
0 Flow width (from curb towards crown)--, 13.339(Ft.)
±++++++++++++++++++++++++++±+++++++++++++++++4+±+++++++++++++++++++++
Process from Point/Station 296.000 to Point/Station 296.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.130(Ac.) . . Runoff from this stream = I 6.159(CFS)
Time of concentration = 11.16 mm.
Rainfall intensity = 2.826(In/Hr)
Summary of stream data:
-,
Stream Flow rate TC Rainfall Intensity
No.
*
(CFS) (mm). . (In/Hr)
- : •
1 23.066 42.15 . 'l.-199-
2. - 6.159 11.16 ., 2.826 '
Qmax(l)
1.000 *- 1.000.*
1.006 * 6.159) + = 25.680
Qmax(2) = -
1.000 * 0.265 P 23.066). +
1.000 * •1.000.* 6.159) +
Total of 2 main streams to confluence:-'. Flow rates before confluence point: -
23.066 6.159
Maximum flow rates at confluence using abovedata:
25.680 12.265 5 , Area of streams before confluence:
37.160 '. 2.130 .
Results of confluence:
Total flow rate = 25.680.(CFS)
Time of concentration = - 42.151 mm.
Effective stream area after confluence = 39.290(Ac.)
+++++++++++++++++++++++++++++++++++++t+++++++++++++++.+++++++++++++++++
Process from Point/Station 5 296.000 to Point/Station 295.000 **** IMPROVED CHANNEL TRAVELTIME****
Upstream point elevation = ..-278.30(Ft.)
Downstream point.elevation = 270.50(Ft.)
Channel length thru subarea,.,, = - 555.00(Ft.)
Channel base width = -4.000(Ft.)
Slope or 'Z' of left channel bank = 1.500 Slope or 'Z" of right channel, bank =. 1.500
* Manning's 'N' = 0.015 .
Maximum depth of channel =- I 2.-500(Ft.)
Flow(q) thru subarea = - 25.680(CFS) - -' Depth of flow = 0.672 (Ft.) - - Average velocity = 7.632(Ft/s)
Channel flow top width '= 6.016(Ft.)
Flow Velocity = 7.63 (Ft/s) -' . . -. Travel time = 1.21 min.'. . -
Time of concentration = 43.36 mm. - Critical depth = . - 0..953(Ft.) -
Process from Point/Station . 295.000 to Point/Station 294.000 **** IMPROVED CHANNEL TRAVEL TIME
__5• .
I
I
1
I
I
1
I
I
I
I
I
I
I
I
I
I
Li
I
I
I Covered channel
Upstream point elevation = 270.50(Ft.)
Downstream point elevation = 270.10(Ft.)
I Channel length thru subarea 60.00(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank '= 0.000
I Slope or 'Z' of right channel bank = 0.000
Manning's 'N' = 0.015
Maximum depth of channel ,2.500(Ft.)
I
Flow(q) thru subarea = 25.680(CFS)
Depth of flow = .0.857 (Ft.)
Average.velocity = 5.995(Ft/s)
Channel flow top width = 5.000(Ft;)
I Flow Velocity = 5.99(Ft/s)
Travel time = 0.17 mm.
Time of concentration = 43.53 mm.
I Critical depth = 0.938 (Ft.)
End of computations, total study area = . 97.59 (Ac.)
I
I
.
.
I
I
I
I
I ..
I . .
I
I
San Diego County Rational Hydrology Program
CivilCADD/Civi1DESIGN Engineering Software, (c) 1990 Version 2 3
Rational method hydrology program based on
I .San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study ------------------------------------------------------------------------
Date: 10/18/91
EL CANINO REAL/PALOMAR AIRPORT ROAD
I 300 AREA BASIN STUDY . .
FILENAME: ELCAN3
200,4 JOB4t 10365 2/1/91,. REV'D 7/17/91 & 10/18/91
I
L
********** ***** Hydrology Study Control Information
1 ;;;;;i;;;;a-----10
Nap data precipitation entered:
. . I
.
6 hOur, precipitation(inches) = 1.800
24 hour precipitatiOn(inches) = 3.100 Adjusted 6 hour precipitation (inches) = 1.800
I P6/P24 = 58.1% San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
I N P U T D.A. T A L I S T I N G ************
Element Capacity Space Remaining = 346
Element Points and Process used between Points
Number Upstream Downstream , , PrOcess ,
. 300.000 ' . 301.000 - Initial Area I i
2 301.000 302.000 Pipeflow Time(user inp) 3 . .302.000 303.000 , Pipeflow Time(user inp)
I
4
5
303.000 303.000
310.000 . . . 311.000
Main Stream Confluence
Initial Area 6 311.000 ' 312.000 PipeflowTime(üser inp) 7• . 312.000 . 313.000 Pipeflow Time(user inp)
I 8 . . 313.000 313.000 Confluence 9 , 340.000 , , . . 313.000 Initial Area , 10 313.000 , . 313.000 . Confluence
. 313.000 303.000, 'Pipeflow Time(user inp) I
ll
12 . 303.000 . ' .'..: 303.000 -u.. ,Main Stream Confluence 13 . ' 303.000 ,. 304.000 . Pipeflow Time(user inp)
I
14
15
304.000 . . 304.000
330.000 . 331.000 , Main Stream Confluence
Initial Area 16 331.000- . 332.000 ' Street Flow + Subarea 17 . 332.000 . 322.000 Pipeflow Time(user inp) 18 322.000 322.000 Confluence I 19 ' 320.000 ' 321.000 ' Initial Area 20 , 321.000 322.000 Street Flow + Subarea
I
21
' 22
,
322 000 322.000
322.000 .; 304.000 ,
Confluence
Pipeflow Time(user inp) 23 304.000 .. , 304.000 Main Stream Confluence 24 304.000 .305.000 Pipeflow Time(user inp)
I End of listing
I
San Diego County Rational Hydrology Program
CivilCADD/CivilDESIGN Engineering Software, (C) 1990 Version 2.3
Rational method hydrology program.based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/18/91 ------------------------------------------------------------------------
EL CANINO REAL/PALOMAR AIRPORT ROAD
300 AREA BASIN STUDY
FILENAME: ELCAN3
L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 10/18/91
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 10.0
Map data precipitation entered:
6 hour, precipitation(inches) 1.800
24 hour precipitation(inches) = 3.100
Adjusted 6 hour precipitation (inches) = 1.800
P6/P24 = 58.1%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational -method
Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 400.00(Ft.)
Highest elevation = 320.00(Ft.)
Lowest elevation = 305.50(Ft.)
Elevation difference = 14.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.69 mm.
TC = [1.8*(1.1_C)*djstanceA.,5)/(% slope "(1/3)]
TC= [1.8*(1.1_0.9000)*(400.00A5)/( 3.63'(l/3))= 4.69
Setting time of concentration to 5 minutes
Rainfall intensity (I)= 4.743 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 - Subarea runoff = 2.220(CFS) -
Total initial stream area
++++++ +++++ +++++++ + +++++++++++++++ + + ................... Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 301.00(Ft.).
Downstream point/station elevation = 300.33 (Ft.)
Pipe length = 123.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.220(CFS) Given pipe size = 18.00(In.)
Calculated individual pipe flow 2.220(CFS)
Normal flow .depth in pipe = 6.60(In.)
Flow top width inside pipe = : 17.35(In.)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Critical Depth 6.75(In.)
Pipe flow velocity = 3.78(Ft/s)
Travel time through pipe = 0.54 mm.
Time of concentration (TC) = 5.54 mm.
I Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
1 Upstream point/station elevation = 300.00(Ft.,)
Downstream point/station elevation = 294.50 (Ft.)
Pipe length = 253.50 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.220(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.220(CFS)
I Normal flow depth in pipe = - 4.61(In.)
Flow top width inside pipe = 15.71(In.)
Critical Depth = 6.75(In.).
I
Pipe flow velocity = 6.22(Ft/s)
Travel time through pipe = 0.68 mm.
Time of concentration (TC) = 6.22 mm.
+++++++++++++++++++++++++++++++f ++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 303.000
I
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
I
In Main Stream number: 1
Stream flow area = 0.520(Ac.)
Runoff from this stream = . '2.220(CFS).
Time of concentration = 6.22 mm.
I Rainfall intensity = 4.118(In/Hr)
Program is now starting with Main Stream No. 2
I ++++++++*++++++++++++++++++++++++++++++++++++++++±+++++++++++++++++++
Process from Point/Station' 310.000 to Point/Station 311.000
I
**** INITIAL AREA EVALUATION ***
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
I .Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000.
[COMMERCIAL area type
. )
I
Initial subarea flow distance = 775.00(Ft..)
Highest elevation = 322.00(Ft.) .
Lowest elevation = 314.00(Ft.') .
Elevation difference = 8.00(Ft.)
I Time of concentration calculated by the urban
areas overland flow method (App X-C) = 12.40 mm.
TC = [1.8*(1.l_C)*distance1,.5)/(% slope"(1/3)]
I
TC = [1.8*(1.1_0.8500)*(775.00A.5)/( 1.03'(1/3)]= 12.40
Rainfall intensity (I) = 2.641 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 8.304(CFS)
I . Total initial stream area
='
3.700 (Ac.)
I
I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 311.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation 309.93(Ft.)
Downstream point/station elevation = 305.90(Ft.)
I Pipe length = 66.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.304(CFS)
Given pipe size = 24.00(In.)
I
Calculated individual pipe flow = 8.304(CFS)
Normal flow depth in pipe = 6.25(In.)
Flow top width inside pipe = 21.07(In.)
Critical Depth = 12.32(In..)
I Pipe flow velocity = 12.76(Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (TC) =. 12.. 48 mm.
1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 312.000 to Point/Station 313.000 I **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 305.56(Ft.)
I Downstream point/station elevation= 299.00(Ft.)
Pipe length = 14.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow _= 8.304(CFS)
I
Given pipe size = 24.00(In.)
Calculated individual pipe flow 8.304(CFS)
Normal flow depth in pipe 3.78(In.)
I
Flow top width inside pipe = 1-7..48 (In.)
Critical Depth = 12.32(In.)
Pipe flow velocity = 26.23(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 12.49 mm.
I
++++++++++++++++++++++++++++++++++++++++++++++++++++±+++++++++++++++++
Process from Point/Station 313.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS **
I Along Main Stream number: 2 in normal stream number 1
Stream flow area = 3.700 (Ac.)
Runoff from this stream = 8.304(CFS)
Time of concentration = 12.49 min. I Rainfall intensity = 2.628(In/Hr).
I ++++++++++++++++++++++++++++.++++++++++++.++++++++++++++++ +++++++++++++
Process from Point/Station 340.000 to Point/Station 313.000 **** INITIAL AREA EVALUATION ****
I User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance = 405.00(Ft.)
I: Highest elevation = 310.00(Ft.)
Lowest elevation = 304.00(Ft.) -.
Elevation difference = 6.00(Ft.)
Time of concentration
I
calculated by the urban
areas overland flow method (App X-C) = 19.07 mm.
TC = [l.8*(1.l_C)*distanceA.5)/(.% slope"(1/3))
TC = [1.8*(1.1_0.5000)*(405.00.5)/( 1.481,(1/3))= 19.07
I -.
I Rainfall intensity (I) = 2.000 for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff = 0.160(CFS)
I Total initial stream area = 0 160(Ac )
I Process from Point/Station 313.000 to Point/Station 313.000
****,CONFLUENCE OF MINOR STREAMS ****
I -Along Main Stream number: _2 in normal stream number 2
Stream flow area = 0.160 (Ac.) .
I
Runoff from this stream =' .• 0.160(CFS)
Time of concentration = 19.07 mm. - Rainfall intensity = 2.000(In/Hr)
Summary of,-stream data:
I Stream Flow rate 'TC . Rainfall Intensity
No. . (CFS) (mm)-. -
.
(In/Hr)
I 8.304 12.49 2.628
2 0.160 1907 2.000
I Qmax(1) ; 1.000. * 1.000 * 8.304) +
1._000 * 0.655 * 0.160) + = 8.409
I Qmax(2)
- 0.761 * 1.000 * 8.304) +
1.000 * 1.000, * 0.160) + = 6.482
I Total of 2 streams to confluence
Flow,rates before confluence point:
- 8.304 0.160- .
I Maximum flow rates at confluence using above data:
8.409 6.482
Area of streams before confluence:, -
I
3.700 0.160
Results of confluence: -
- Total flow rate = - 8.409(CFS) .
Time of concentration = 12.491 mm.'
I Effective stream area after confluence = 3 860(Ac )
I ++++++++++++++++++++++++++ f+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.00.0 to Point/Station 303.000
PIPEFLOW TRAVEL TIME (Usfr specified size) ****
I Upstream point/station elevation = 298.67(Ft.)
Downstream point/station elevation= 294.50(Ft.,)
Pipe length = 8.00(Ft.). Manning's N =0.013
I No of pipes = 1 Required pipe flow = 8.409 (CFS)
Given pipe size = 24.-00(In.)
Calculated individual pipe flow = .8.409(CFS)
I
.Normal flow depth in pipe = 3.70(In.) -
-Flow top width inside pipe = .17.34(in.)
Critical Depth = 12.39(In;)
Pipe flow velocity = 27 34(Ft/s)
I Travel time through pipe 0.00 mm.
Time of concentration (TC) = 12.50 min.
I
Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.860(Ac.)
Runoff from this stream = 8.409(CFS)
Time of concentration = 12.50 min.
Rainfall intensity = 2.627(In/Hr)
Summary of stream data
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 2.220 6.22 4.118
2 8.409 12.50 T 2.627
Qmax(1)
1.000 * 1.000 * 2.220) +
1.000 * 0.498 ,* 8.409) + = 6.408 Qmax(2) =
0.638 * 1.000 * 2.220) +
1.000 * 1.000* 8.409) + = 9.825
Total of 2 main streams to confluence:
Flow rates before confluenbe point:
2.220 8.409
Maximum flow rates at confluence using above data:
6.408 9.825
Area of streams before confluence:
0.520 3.860
Results of confluence
Total flow rate = 9.825(CFS)
Time of concentration = 12.496 mm.
Effective stream area after confluence = 4.380(Ac.)
+ ++++ ++++++++ +++-F+++++ +++++++ ++++++++++ +++++++++ ++++++ + +++ ++++++++ +
Process from Point/Station 1 303.000 to Point/Station 304.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 294.00(Ft.)
Downstream point/station elevation = 280.20(Ft..)
Pipe length = 202.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.825(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 9.825(CFS)
Normal flow depth in pipe = 6.62(In.)
Flow top width inside pipe = 21.45(In.)
Critical Depth = 13.44(In.) -
Pipe flow velocity = 13.94(Ft/s)
Travel time through pipe = 0.24 mm.
Time of concentration (TC).= 12.74 mm.
++++++++++++++++++++ +++++++++++f+++++++++++++++++++++++++++++++++++
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Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 4.380(Ac.)
Runoff from this stream = 9.825(CFS)
Time of concentration 12.74 mm.
Rainfall intensity = 2.595(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 330.000 to Point/Station 331.000
*"c INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 295.00 (Ft.)
Highestelevation = 305.80(Ft.)
Lowest elevation = 303.90(Ft.)
Elevation difference = 1.90(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.16 mm.
TC = [1.8*(i.1_C)*distance".5)/(% slope "(1/3))
TC= [1.8*(1.1_0.9000)*(295.0011.5)/( 0.64"(1/3)]= 7.16
Rainfall intensity (I) 3.762 for a 10.0 year storm
Effective runoff coefficient used for area-(Q=KCIA) is C =0.900
Subarea runoff = 1.456(CFS)
Total initial stream area = 0.430(Ac.)
+++++++++++++++++++++++++++ +++++•++++++++++++++++++++++++++++++++++++++
Process from Point/Station 331.000.to Point/Station 332.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 303.900(Ft.)
End of street segment elevation= 289.300 (Ft.)
Length of street segment = 375.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1) side(s) of the street
Distance from curb to property line 10.000 (Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = •2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.370(CFS)
Depth of flow = 0.272 (Ft.)
Average velocity = 4.252(Ft/s) .
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow'width = 6.745(Ft.)
Flow velocity = 4.25(Ft/s) 0
Travel time = 1.47 mm. TC= 8.63 mm.
Adding area flow to street
User specified 'C' value of 0.9,00 given for subarea
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Rainfall intensity = 3.335(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.9.00 Subarea runoff = 1.621(CFS) for 0.540(Ac.)
Total runoff ,= 3.077(CFS) Total area = 0.97(Ac.)
Street flow at end of street = 3.077(CFS)
Half street flow at end of street ,= 3.077(CFS
Depth of flow = 0.291(Ft.)
Average velocity = 4.407(Ft/s)
Flow width (from curb towards crown)= 7 718(Ft
++++++++++++++++++++++++++ +++±+++++++++++++++++++++++++++++++++++±+++
Process from Point/Station 332.000 to Point/Station 322.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 281.19(Ft.)
Downstream point/station elevation = 280 75(Ft ) Pipe length = 55.00(Ft.) . Manning's N 0.013 No. of pipes = 1. Required pipe flow = 3.077(CFS) Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.077(CFS) Normal flow depth in pipe = 7.09(In.)
Flow top width inside pipe = 17 59(In ) Critical Depth = 8 00(In ) Pipe flow velocity = 4 76(Ft/s)
Travel time through pipe = 0.19 mm.
Time of concentration (TC) = -'8.82 min.
...................................................................... I Process from Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF MINOR STREAMS ****
I Stream number: 2 in normal stream number 1
Stream flow area = 0.970(Ac.)
Runoff from this stream .= 3 077(CFS)
Time of concentration = 8_82 min. I Rainfall intensity = 3 288(In/Hr)
I ++++++++++++++++++++ ++++++++++++++++++++++±+++++++++++++++++++++++++++.
Process from Point/Station 320.000 to Point/Station 321.000 **** INITIAL AREA EVALUATION ****
I User specified 'C' value of 0 900 given for subarea
Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 305 50(Ft ) I Lowest elevation = 303 90(Ft ) Elevation difference = 1 60(Ft ) Time of concentration calculated by the urban
I areas overland flow method (App X-C) = 5.48 mm. TC = [l.8*(1.1_C)*distanceA.5)/(% slope ''(l/3))
TC= [1.8*(1.1_0.9000)*(200.00A.5)/( 0.80"(1/3)]= 5.48
I Rainfall intensity (I) = 4.468 for a 10.0 year storm
t Effective runoff coefficien usedfor area (Q=KCIA) is C = 0.900 Subarea runoff = 1. 166 (CFS)
Total initial stream area = 0.290 (Ac.) I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 321.000 to Point/Station 322.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION ****
Top of street segment elevation = 303.900(Ft.)
End of street segment elevation = 289.700(Ft.)
Length of street segment = 375.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500 (Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.252(CFS)
Depth of flow = 0.269 (Ft.)
Average velocity = 4.173(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.611(Ft.)
Flow velocity = 4.17(Ft/s)
Travel time = 1.50 min. TC = 6.98 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 3.824(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.900
Subarea runoff = 1.858(CFS) for 0.540(Ac.)
Total runoff = 3.024(CFS) Total area = 0.83(Ac.)
Street flow at end of street = 3.024(CFS)
Half street flow at end of street = 3.024(CFS)
Depth of flow = 0.291(Ft.)
Average velocity = 4.344(Ft/s)
Flow width (from curb towards crown)= 7.705(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2 I Stream flow area = 0.830(Ac.)
Runoff from this stream = 3.024(CFS)
Time of concentration = 6.98 mm. I Rainfall intensity = 3.824(In/Hr)
Summary of stream data:
I Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm), (In/Hr)
1 3.077 8.82 3.288
2 3.024 6.98 3.824
Qmax(l). = I 1.000 * 1.000 *• 3.077) +
0.860 * 1.000 * 3.024) + = 5.678
Qmax(2) =
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I 1.000 * 0.791 * 3 077) +
1.000 * 1.000 * 3.024) + = 5.459
I Total of 2 streams to confluence: • Flow rates before confluence point:
3.077 3.024 .. .
I Maximum flow rates at confluence using above data:
5.678 5.459
Area of streams before confluence:
I
. 0.970 0.830 .,
Results of confluence:. . . . . ..
Total flow rate = 5.678(CFS) - Time of concentration = .8.822 mm.
I Effective stream area after confluence = 1.800(Ac.)
I .++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 304.000 ** PIPEFLOW TRAVEL TIME (User specified size) **
I Upstream point/station elevation = 280.57(Ft.)
Downstream point/station elevation = . 280.20(Ft.)
Pipe length = 46.00(Ft..) Manning'sN = 0.013.
No. of pipes= 1 Required pipe flow 5.678(CFS)
Given pipe size = 18 00(In ) Calculated individual pipe flow = 5 678(CFS)
I
Normal flow depth in pipe = 10.08 (In.)
Flow top width inside pipe = 17 87(In ) Critical Depth .= 11 04 (In.)
Pipe flow velocity = 5 58(Ft/s)
I Travel time through pipe = 0.14 mm
Time of concentration (TC) = 8.96 min.
I Process from Point/Station . 304.000 to Point/Station 304.000
I
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2 .
I Stream flow area = 1.800 (Ac.)
- Runoff from this stream = 5.678(CFS) . Time of concentration = . 8.96 mm. S Rainfall intensity = 3.255.(In/Hr)
I Summary of stream data
Stream Flow rate TC Rainfall Intensity
No (CFS) (mm) (In/Hr)
I l 9.825 1274 2.595 2 5.678 896 3255
Qinax(l) =
I
l 000 1.,000 * 9 825) +
0.797** 1.000 * 5 678) + = 14.350 Qmax(2) = -_
1.000 * 0.703 * 9_825) +
I l 000 * 1. 000'.1-k 5.678) + = 12.589
Total of ,2 main streams to confluence
I
Flow rates before confluence point:
9.825 5.678
Maximum flow rates at confluêiice using above data: I 14.350 . 12.589
Area of streams before confluence:
4-.380 1.800 . .. .
I . Results of confluence: . . .
I . Total flow rate = 14.350(CFS) .
Time of concentration = 12.737 mm.
Effective stream area after confluence = . 6.180(Ac.)
I
Process from Point/Station 304.000 to Point/Station 305.000
i **** PIPEFLOW TRAVEL TIME (User specified Size).****
Upstream point/station elevation = 279.87(Ft.) .
I Downstream point/station elevation = 274.34 (Ft.)..
Pipe length =- 200.00(Ft.) . Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.350(CFS).
Given pipe size = 24.00(In.) . . .
I Calculated individual pipe flow = 14.350(CFS)
Normal flow depth in pipe = 10.28(In.)
Flow top width inside pipe= 23.75(In.') . .
I Critical Depth = .16.37(In.)
Pipe flow velocity = 1I.17(Ft/s)
Travel time through pipe" ,=, 0.30 mm. ..
Time of concentration (TC) = 13.04 min.-
End of computations, totar study area = 6.18 (Ac.)
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V V APPENDIX IV:
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50-Year Peak Discharge Ca1ilations Under Developed Conditions I
V V
Using The Computerized Rationale Method. V
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San Diego County-Rational Hydrology Program
I CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3
Rational method hydrology program based on
I San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date 10/17/91
EL CANINO REAL/PALOMAR AIRPORT ROAD I - 100 AREA BASIN STUDY
FILENAME ELCAN1
200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 10/17/91
I
L ------------------------------------------------------------------------
********* Hydrology Study Control Information **********
I Rational hydrology study storm 50.0 is event year
Map data precipitation entered
I 6 hour, precipitation(inches) 2.400
24 hour precipitation(inches) = 4.200
Adjusted 6 hour precipitation (inches)- 2 400
I P6/P24 = 57.1%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
I ************** I N P U T DA T A L I S T I N G ************
Element Capacity Space Remaining = 334
*
Element Points and Process used between Points
Number Upstream Downstream Process
100.000 - 101 000 Initial Area
I
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2. 101.000 - -102.000 Street Flow + Subarea 3 102.000 102.000 Confluence
I 5 -
- 130.000
131.000
- 131.000
- 102.000
Initial Area
Street Flow + Subarea
6 102.000 ' 102 000 Confluence
7 102.000 103.000 Pipeflow Time(user inp)
I 8 103.000 103.000 Confluence
9 110-000 111 000 Initial Area
10 111.000 * :103.000 Street Flow + Subarea
103.000 103.000,Confluence I ii
12 120.000 121.000 Initial Area 13 121.000 103 .000 Street Flow. + Subarea
I
14
15
103.000
103.000,
, 103.000
104.000
Confluence
Pipeflow Time(user inp) 16 104.000 104.000 Main Stream Confluence
17 150.000 151 000 Initial Area
18 151.000 152.000 Street Flow + Subarea I 19 152.000 - 152.000
* Main Stream Confluence 20 140.000 ' 141.000 Initial Area 21 141.000 '-',142.000 Street Flow + Subarea I 22 142.000 : 152.000 Pipeflow Time(user inp) 23 152.000 .'. 152.000 Main Stream Confluence 24 152.000 - -153.000 Pipeflow Time(user inp)
25 153.000 153.000 Main Stream Confluence 26 160 000 161 000 Initial Area 27 161.000 173.-000 Street Flow + Subarea
I I
I 28 173 000 173 000 Confluence
29 . 170.000 171.000 Initial Area
I 30
31
171. 000
172.000
,.. 172.000
173.000
Street Flow + Subarea
Pipeflow Time(user inp)
32 173.000 .173.000 Confluence
End of listing.............
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San Diego County Rational Hydrology Program
I CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3
Rational method hydrology program based on
I San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/17/91
I . EL CANINO REAL/PALOMAR AIRPORT ROAD
100 AREA BASIN STUDY
FILENAME:ELCAN1
I
L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 &,10/17/91
----------------------------------------------------
********* Hydrology Study Control Information **********
I Rational hydrolog
-------------------------------------------------------
y study storm event year is 50.0
Map data precipitation entered:
I 6 hour, precipitation(inches) = 2.400 24 hour precipitation(inches) = 4.200 Adjusted 6 hour precipitation (inches) = 2.400
I •P6/P24 = 57.1% .
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
++++++++++++++++±++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000 INITIAL AREA EVALUATION '**'**
User specified 'C' value of 0.690 given for subarea
I Initial subarea flow distance = 300.00(Ft.)
Highest elevation = 318.30(Ft.)
Lowest elevation = 316.00(Ft.)
Elevation difference = 2.30(Ft.)
I Time of concentration calculated by the urban
areas overland flow method (App X-C) = 13.97 mm. TC = [1.8*(1.1_C)*distance".5)/(% slope'(1/3)]
I TC = [1.8*(1.1-0.6900)*(3O0.00.5)/( 0.77'(l/3)]= 13.97 Rainfall intensity (I) = .3.260 for a 50.0 year storm Effective-runoff coefficient used for area (Q=KCIA) is C = 0.690 Subarea runoff = . 2.024(CFS) . I Total initial stream area = 0.9.00(Ac.)
.
l ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station
. 101.000to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 316.000(Ft.) End of street segment elevation = 311.350(Ft.) Length of street segment = 630.000(Ft.) I Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) ' Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown(v/hz) = 0.020 Street flow is on [1] side(s) of the street
I
Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150 .Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street 3.610(CFS) Depth of flow = 0.380(Ft.)
Average velocity = 2.287(Ft/s) Streetf low hydraulics at midpoint of street travel:
Halfstreet flow width = 12.149(Ft.)
Flow velocity = 2.29(Ft/s)
Travel time = 4.59 mm. TC = 18.56 mm. Adding area flow to street
User specified 'C' value of 0.760 given for subarea
Rainfall intensity 2.714(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
= 0.760 Subarea runoff = 2.908(CFS) for 1.410(Ac.) Total runoff = 4.933(CFS) Total area = 2.31(Ac.) Street flow at end of street.= 4.933(CFS) Half street flow at end of street = 4.933(CFS) Depth of flow = 0.414 (Ft.)
Average velocity = 2.439(Ft/s)
Flow width (from curb. towards crown)= 13.857(Ft.)
Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2:310(Ac.)
Runoff from this stream - 4.933(CFS) Time of concentration = 18.56 mm. Rainfall intensity = 2.714(In/Hr)
-
Process from Point/Station 130.000 to Point/Station 131.000 **** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.780 given for subarea
Initial subarea flow distance = 200.00(Ft.)
- Highest elevation = 314.60(Ft.) Lowest elevation = 313.90(Ft.) Elevation difference = 0.70(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 11.56 mm. TC = [1.8*(1.1_C)*distancefr'.5)/(% slope''(1/3)]
TC= [1.8*(l.l_0.7800)*(200.00'.5)/( 0.35"(1/3)J= 11.56 Rainfall intensity (I) = . 3.683 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C
= 0.780 Subarea runoff = 1.207(CFS)
Total initial stream area ,= 0.420(Ac.)
I +++++++++++++++++±++++++++++4+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 131.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION ****
I
Top of street segment elevation = 313.900(Ft.)
I
End of street segment elevation = 311.350(Ft.) Length of street segment = 340.000(Ft.)
Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.)
I Distance from crown to crossfall grade break = 51.500.(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020
I
Street flow is on (1) side(s) of the street
Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (y/hz) = 0.020 Gutter width = 1.500(Ft.) -
I Gutter hike from flowline = 2.000(In.)
Manning's N in gutter 0.0150
Manning's N from gutter to grade break = 0.0150
I Manning's N from grade break tocrown = 0.0150 Estimated mean flow rate at midpoint of street = 2.370(CFS) Depth of flow = 0.338 (Ft.)
I
Average velocity = 2.123(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.068(Ft.)
Flow velocity = 2.12(Ft/s)
I Travel time = 2.67 mm. TC = 14.23 mm. Adding area flow to street
User specified 'C' value of 0.780 given for subarea
I
Rainfall intensity = 3.221(In/Hr) for a 50.0 year storm Runoff coefficient used fOr sub-area, Rational method,Q=KCIA, C 0.780
Subarea runoff = 2.035(CFS) for 0.810(Ac.)
I
Total runoff = 3.242(CFS) Total area= Street flow' at end of street = 3.242(CFS) Half street flow at end Of street = - 3.242(CFS) Depth of flow = 0.368 (Ft.)
I Average velocity = 2.253(Ft/s)
Flow width (from curb towards crown)= 11.560(Ft.)
I Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.230(Ac.)
I
Runoff from this stream = 3.242(CFS) Time of concentration = 14.23 mm.
Rainfall intensity = 3.221(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity No. (CFS) (mm)
- (In/Hr)
1 1 4.933 18.56 2.714 2 3.242 14.23 - 3.221 I Qmax(l) = -
1.000 * 1.000 * 4.933) + 0.843 * 1.0004 3.242) + = 7.664
I Qmax(2)= -
1.000 * 0.767 * 4.933) +
1.000 * 1•00 *. 3.242) + = 7.023
I
Total of 2 streams to confluence:
- Flow rates before confluence point:
4.933 3.242
Maximum flow rates at conflüence'using above data:
7.664 7.023
Area of streams before confluence:.
2.310 1.230
Results of confluence:
Total flow rate = 7.664(CFS)
Time of concentration = 18.557 mm.
Effective stream area after confluence
= 3.540(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f-+++++++ Process from Point/Station 102.000 to Point/Station 103.000 PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation
= 308.50(Ft.) Downstream point/station elevation
= 307.53 (Ft.) Pipe length = 104.00(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.664(CFS) Given pipe size = 24.00(In.)
Calculated individual pipe flow
= 7.664(CFS) Normal flow depth in pipe
= 9.81(In.) Flow top width inside pipe = 23.60(In.) Critical Depth = 11.81(In.)
Pipe flow velocity 6.34(Ft/s)
Travel time through pipe = 0.27 mm.
Time of concentration (TC) ,= 18 83 min.
Process from Point/Station - 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS -****
Along Main Stream number: 1 In normal stream number 1
Stream flow area ,= Runoff from this stream = 7.664(CFS) Time of concentration = 18.83 mm. Rainfall intensity = 2.688(In/Hr)
Process from Point/Station 110.000 to-Point/Station 111.000 **** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance
= 300.00(Ft.) Highest elevation =. 318.30(Ft.) Lowest elevation = 316.55(Ft.) Elevation difference = 1.75(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C)
= 7.46 mm. TC = [l.8*(l.l-C)*distance'.5)/(% slope''(1/3)]
TC = []..8*(1.1-0.9000)*(300.'00".5)/( 0.58"(1/3)]= 7.46 Rainfall intensity (I) = 4.884 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C
= 0.900 Subarea runoff = 1.890(CFS) Total initial stream area =' 0.430(Ac.)
I
I Process from Point/Station 111.000 to Point/Station 103.000
'**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
I Top of street segment elevation = 316.550(Ft.)
End of street segment elevation = 311.350(Ft.)
Length of street segment = 630.000(Ft.)
I Height of curb above gutter flowline =' 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
I
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
I Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
I
Manning's N in gutter 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.890(CFS)
I Depth of flow = 0. 382 (Ft.) -
Average velocity = 2.428(Ft/s)
Streetflow hydraulics at midpoint of street travel:
I Half street flow width = 12.247(Ft.)
Flow velocity = 2.43(Ft/s)
Travel time = 4.33 mm. TC = 11.79 min.
I
Adding area flow to street
U
.'
ser specified 'C' value of 0.900 given for subarea
Rainfall intensity = 3.637(In/Hr) for a 50.0 year storm
Runoff coefficient used for
I
sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.978(cFS) for 0.910(Ac.)
Total runoff = 4.869(CFS) Total areà'= 1.34(Ac.)
Street flow at end of street = 4.869(CFS)
I Half street flow at end of street = 4.869(CFS)
Depth of flow, = 0.406 (Ft.) -
Average velocity = 2.542(Ft/s) -
I
Flow width (from curb towards crown)= 13.464(Ft.)
+++++++++++++++++++++++++:++ :++++++-+++++++++++++++++++++++++++++++++++
I Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
I Stream flow area = 1.340(Ac.)
Runoff from this stream = ' 4.869(CFS)
Time of concentration = 11.79 min.--
Rainfall intensity = 3 637(In/Hr)
I ++++++++++++++++++++++++++.HT++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station ' 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION **** '
I User specified 'C' value of 0900 given for subarea
Initial subarea flow distance ,,=. 200.00(Ft.)
Highest elevation = 314.60(Ft.)
I
I Lowest elevation = 313.90(Ft.)
Elevation difference = 0.70(Ft.)
I
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.22 mm.
TC = [1.8*(1.1-C)*distance'.5)/(% slope"(1/3)]
TC = [l.8*(l.1_0.9000)*(200.00.5)/( 0.35'(1/3)]= 7.22
I Rainfall intensity (I) = 4.987 for a. 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C
= 01.900 Subarea runoff = 1.302(CFS)
Total initial stream area = . 0.290(Ac.)
I Process from Point/Station 121.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
I .Top of street segment elevation =' 313.900(Ft.)
End of street segment elevation = 311.350(Ft.)
Length of street segment = 340.000 (Ft.)
I
Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break
= 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087
I Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street
Distance from curb to property line = .10.000(Ft.)
I
Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft.)
Gutter hike from flowline= 2.000(In.)
I
Manning's N in gutter 0.0150
Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street
= 2.401(CFS)
I Depth of flow = 0.339.(Ft.)
Average velocity = 2.129(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.127(Ft.)
Flow velocity = 2.13(Ft/s)
Travel time = 2.66 min. TC = 9.89 mm. Adding area flow to street
I User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 4.074(In/Hr) for 'a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
= 0.900
I Subarea runoff = 1.796(CFS) for 0.490 (Ac.) Total runoff = 3.098(CFS) Total..area = 0.78(Ac.) Street flow at end of street = 3.098(CFS)
I
Half street flow at end of street = 3.098(CFS) Depth of flow = 0.363 (Ft.)
Average velocity = .2.233(Ft/s)
Flow width (from curb, towards crown)= 11.335(Ft.)
+++++++++++++++++++±++++++++++++++++++++++++++++++++++++++++++++++++++
I
Process from Point/Station . 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
I Stream flow area = 0.780(Ac.)
Runoff from this stream = . 3.098(CFS) Time of concentration = 9.89 mm.
I ..
I Rainfall intensity = 4.074(In/Hr) . Summary of stream data:
I . Stream Flow rate TC Rainfall Intensity No. (CFS) . (min)*,(In/Hr)
1 1 7664 1883 2.688 2 4.869 11.79 3.637 . 3 . 3.098 9.89 . - 4.074 I Qmax(1) = • ..
1.000 * 1.000 * 7.664) +
0.739 * 1.000 * 4.869) +
I 0.660 * 1.000 *. 3.098) + = ., 1.3.307 Qmax(2) =
1.1000 * 0 626 * 7.664) +
I l 000 * 1.000 .* 4.869) +
0.893 * 1.000 * 3.098) + = 12 432 Qxnax(3) =
I
1.000 * 0.525 *. 7.664) +
1.000 * . 0.839* 4.869) +
1.000 * 1.000 *. 3:098) + = 11.205
I Total of 3 streams to confluence:
,. Flow rates before confluence point:
- 7.664 4.869 - 3.098
I
Maximum flow rates at confluence using above data:
13.307 - 12.432 11.205 Area of streams before confluence:
3.540 1.34.0 .. 0.780
I Results of confluence.:
Total flow rate = 13 307(CFS)
Time of concentration = .18.831 mm.
Effective stream area after confluence = 5.660(Ac.)
I Process from Point/Station . ,. 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (tiser specified size) ****
I Upstream point/station elevation = 307.20(Ft.) Downstream point/station elevation = 307.00(Ft.) Pipe length = - 15.00(Ft.). Manning's N -1 0.013
I
No. of pipes = 1 Required pipe flow = 13.307(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.307(CFS) Normal flow depth in pipe = .12.13(In.)
I Flow top width -inside pipe ,..24.00(In.) Critical Depth = . 15.75(In.) Pipe flow velocity = 8.35(Ft/s)
I Travel time through pipe = p0.03 mm. Time of concentration (TC) = 18 86 min.
I ++++++++++++++++++++++H-+++++++++++++++++++++++++++++++++++++±++++++++
Process from Point/Station 104.000 to Point/Station 104.000
I
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
-
I
I Stream flow area = 5.660(Ac.)
Runoff from this stream = 13.307(CFS)
I
Time of concentration = 18.86 mm. Rainfall intensity = 2.686(In/Hr)
Summary of stream data:
I Stream Flow rate TC Rainfall Intensity I No. (CFS) (mm): (In/Hr)
I i 13.307 18.86 2.686 .Qxnax(l) =
1.000 * 1.000 * 13.307) + = 13.307
I Total of 1 main streams to confluence:
Flow rates before confluence. point:
-
I 13.307
Maximum flow rates at confluence using above data:
13.307
Area of streams before confluence:
1 5.660
I Results of confluence:
Total flow rate = 13.307(CFS) Time of concentration = 18.861 min. Effective stream area after confluence = 5.660(Ac.)
I Process from Point/Station 150.000 to Point/Station 151.000 **** INITIAL AREA EVALUATION -****
I User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 367.00(Ft.) Highest elevation = 395.20(Ft.)
I
Lowest elevation = 381.60(Ft.)
Elevation difference = 13.60(Ft.) Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.46 mm.
I TC = (1.8*(1.1_C)*distance'.5)/(% slope'(1/3)]
TC= [1.8*(1.1-0.9000)*(367.00''.5)/( •3.71'(1/3)]= 4.46 Setting time of concentration to 5 minutes
I
Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for,.area (Q=KCIA) is C
= 0.900 Subarea runoff = 3.016(CFS)
Total initial stream area = 0.530(Ac.)
++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station • 151.000 to Point/Station 152.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ,****
I
.Top of street segment elevation = 381.600(Ft.) End of street segment elevation = . 324.000(Ft.) Length of street segment = 1300.000(Ft.) . . . Height of curb above gutter flowline = - 6.0(In.)
I Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter, to grade break (v/hz) = 0.087
I .- ..- .-•
Slope from grade break to 'crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street
Distance from curb -to property line = 10.000(Ft.) Slope.from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2 000(In ) Manning's N ingutter = 0.0150
Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint Of street
= 8.366(CFS) Depth of flow = 0.374.(Ft.)
Average velocity = '5.541(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Half street flow width = .11.862(Ft.)
Flow velocity = 5.54 (Ft/ s),,
Travel time = 3.91 mm. - TC 8.91 mm. Adding area flow to street.
User specified 'C' value of 0 900 given for subarea
Rainfall intensity = 4.356(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
= 0.900 Subarea runoff = 7. 371 (CFS) for 1.880(Ac.) Total runoff = 10.387(CFS) Totalarea = Street flow at end of street = 10.387(CFS) Half street flow at end of street = .10.387(CFS) Depth of flow = 0 397(Ft ) Average velocity = 5.789(Ft/s) *
Flow width (from curb towards crown)=' 13.006(Ft.)
Process from Point/Station 152.000 to Point/Station 152.000 **** CONFLUENCE OF -MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.410 (Ac.)
Runoff from this stream =' 10.387(CFS.) Time of concentration = 8.91 nun Rainfall intensity = 4.356(In/Hr) Program is now starting with Main Stream No 2
.Process from Point/Station 140.000 to Point/Station 141.000 INITIAL AREA EVALUATION ****
User specified 'C' value -of 0.900 given for subarea Initial subarea flow distance "'= 387.00(Ft.) Highest elevation = 387 40(Ft ). Lowest elevation = 375 10(Ft ) Elevation difference ,= 12.30(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C)
= 14.82 min. TC = [1.8*(l.1_C)*distance'.5)/(% slope *(1/3)J
TC = [1.8*(l.10.9000)*(387.00'.,5)/( 3.18'(1/3)]= 4.82 Setting time of concentration to 5 minutes
'Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C
= 0.900 Subarea runoff = 3 187(CFS)
Total initial stream area = 0 560(Ac )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 141.000 to Point/Station 142.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 375.100(Ft.) End of street segment elevation = 324.000 (Ft.) Length of street segment = 1100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s)-of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150' Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = S 8.537(CFS) Depth of flow = 0.374 (Ft.)
Average velocity = 5.670(Ft/s)
Streetflow hydraulics -at midpoint of street travel:
Halfstreet flow width = 11 845(Ft ) Flow velocity = 5.67(Ft/s)
- Travel time = 3.23 mm. -' TC 8.23 mm. Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 4.584(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
= 0.900 Subarea runoff = 7.756(CFS) for 1.880(Ac.) Total runoff = 10.943(CFS) Total area = 2.44(Ac.) Street flow at end of street = A 10.943(CFS) Half street flow at end ofstreet = I0.943(CFS) Depth of flow = 0.400(Ft.)
Average velocity = 5.963(Ft/s) Flow width (from curb towards crown)= 13.163(Ft.)
Process from Point/Station
- 142.000 to Point/Station 152.000 ** PIPEFLOW TRAVEL TIME .(User specified size) ****
Upstream point/station elevation = 316.05(Ft.) Downstream point/station elevation = 314.14(Ft.) Pipe length = 108.00(Ft.) Manning's N = 0.013 No. of pipes = 1. Required pipe flow = 10.943(CFS) Given pipe size = 18.00(In.) S -. Calculated individual pipe flow = 10.943(CFS) Normal flow depth in pipe = -12.00(In.) Flow top width inside pipe = -16.97(In.) Critical Depth = 15.20(In.).
Pipe flow veloáity = 8.75(Ft/s)
S Travel time through pipe = .0.21 mm. Time of concentration (TC) = 8.44 min.
I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
+
+
+
+
+
+
+
• Process from Point/Station 152.000. to Point/Station 152.000
I
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
0 In Main Stream number: 2
I Stream flow area = 2.440(Ac.)
Runoff from this stream = 10.943(CFS) Time of concentration = 8.44 mm.
Rainfall intensity 4.512(In/Hr) . I Summary of stream data
Stream Flow rate TC. ; Rainfall Intensity No (CFS) (nun) (In/Hr)
I i 10.387 8.91 4.356 2 10.943 8.44 . ..4.512 Qmax(l) = .
I
1.000 * .1.000 * 10.387) + 0.966 * 1.000.* 10.943) + = 20.953 Qmax(2) =
1.000 * 0.947 *' :10.387) +
1 1.000 * 1 000 * 10.943) + = 20.781
Total of 2 main streams to confluence: 0
I
Flow rates before confluence point:
10.387 10.943
Maximum flow rates at confluence using above data:
20.953 20.781
I .Area of streams before confluence:
2.410 2.440
I Results of confluence:
Total flow rate = . 20.953(CFS). Time of concentration = 8.910 mm..
I Effective stream area after confluence = 4.850(Ac.)
I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
+
Process from Point/Station 152.000 to Point/Station 153.000 PIPEFLOW TRAVEL TIME (User specified size) ***
I Upstream point/station elevation= 3.19.00(Ft.) Downstream point/station elevation = 314.O0(Ft.)
I
Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.953(CFS) Given pipe size = 24 00(In ) Calôulated individual pipe flow 20.953(CFS)
I Normal flow depth in pipe = .10.77 (In.) Flow top width inside pipe '= 23 87(In ) Critical Depth = 19 67(In )
I
Pipe flow velocity = 15.35(Ft/s)
Travel time through pipe = 0 11 mm Time of concentration (TC) = 9.02 nun
Process from Point/Station 153.000 to Point/Station 153.000
I
I **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
I In Main Stream number: 1
Stream flow area = 4.850 (Ac.) Runoff from this stream = 20.953(CFS)
I Time of concentration = 9.02 min. Rainfall intensity = 4 322(In/Hr)
Summary of stream data:
I Stream Flow rate TC - Rainfall Intensity
No. (CFS) (mm) .(In/Hr)
1 1 20.953 9.02 4.322 Qmax(l) =
I l 000 * 1 000 * 20 953) + = 20.953
Total of 1 main streams t0 confluence:
Flow rates before confluence point:
1 20.953 .-
Maximum flow rates at confluence using above data:
20.953
I Area of streams before confluence:
4.850
' Results of confluence:
. Total flow rate = 20.953(CFS) - Time of concentration = - 9.019 mm.
I Effective stream area afterconfluence = 4 850(Ac )
I Process from Point/Station 160.000 to Point/Station 161.000 **** INITIAL AREA EVALUATION:****
I User specified 'C' value of-0.900 given for subarea
Initial subarea flow distance = 250.00(Ft.) Highest elevation = 323.90(Ft.)
I Lowest elevation = 310 50(Ft ) Elevation difference = 13.40(Ft.) Time of concentration calculated by the urban
I areas overland flow method (App X-C) = 3.25 min., TC = {1.8*(1.1-C)*distance".5)/(% slope'-(1/3))
TC= [1.8*(1.1-0.9000)*(250.00'-.5.)/( 5.36"(1/3)]= 3.25 Setting time of concentration to 5 minutes ' Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C =0.900.
Subarea runoff
Total initial stream area ,=' 0 360(Ac )
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 161.000 to Point/Station 173.000 **** STREET FLOW TRAVEL TIME .+ SUBAREA FLOW ADDITION ****
I Top of street segment elevation =. .. 310.500(Ft.) End of street segment elevation = .285.200(Ft.) Length of street segment = 530.000(Ft.)
1
I Height of curb above gutter flOwline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
I
Distance frOm crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
I Distance from curb to property line.. = 10.000(Ft.)
Slope from curb to property line(v/hz) = 0.020
Gutter width = 1.500(Ft.)
I
'Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
I Estimated mean flow rate at midpoint of street = 4.894(CFS) Depth of flow = 0.320(Ft..)
Average velocity = 5.171(Ft/s)
I Streetfiow hydraulics at midpoint of street travel:'
Halfstreet flow width = 9.187(Ft.)
Flow velocity = 5.17(Ft/s)
I
Travel time = 1.71 mm. TC 6.71 mm. Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 5.231(In/Hr) for a 50.0 year storm
I Runoff coefficient used for, sub-area, Rational method,Q=KCIA, C = Subarea runoff =
' 4.708(CFS) for 1.000(Ac.) Total runoff= 6.757(CFS) Total.area = 1.36(Ac.)
I
Street flow at end of street = 6.757(CFS)
Half street flow at end of street= 6.757(CFS)
Depth of flow = 0.349(Ft.).
Average velocity = 5.480(Ft/s)
I Flow width (from curb towards, crown)= 10.633 (Ft.)
[I'IsII]
I Process from Point/Station 173.000 to Point/Station 173.000 **** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.360(Ac.)
Runoff from this stream = 6.757(CFS)
I .' Time of concentration = 6.71 mm.
Rainfall intensity = 5 231(In/Hr)
I +++++++++++++++++++++++++++++ 4 '+++++++t±+++++++++++++++++++.++++±+++++ Process from Point/Station ' 170.000 to Point/Station 171.000
I
INITIAL AREA EVALUATION'****
User specified 'C' value of-0;830 given for subarea
Initial subarea flow distance = 250.00(Ft.)
I Highest elevation = 323.90(Ft.)
Lowest elevation = 310 50(Ft ) Elevation difference = 13.40(Ft.)
I
Time of concentration calculated by the urban
areas overland flow method (App X-C) = '4.39 mm. TC = [1.8*(l.l_C)*distance'.5)/(% slope A.(l/3))
TC = [1.8*(l.l_0.8300)*(250.00".5)/(, 5.36'(1/3)]= 4.39
I Setting time of concentration to 5 minutes
- Rainfall intensity (I) = .6.323 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.830
I
1
1
I
I
I
I
I
V
Subarea runoff = 2.309(CFS)
Total initial stream area = 0 440(Ac )
Process from Point/Station .,171.000 to Point/Station 172.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION,*,***
Top of street segment elevation = 310.500(Ft.) End of street segment elevation = 287.200(Ft.) Length of street segment =. 475.000(Ft.)
- V Height of curb above gutter flowline
= 6.0(In.). Width of half street (curb to crown)
=, 53.000(Ft.) Distance from. crown to crossfall grade break
,= 51.500(Ft.) Slope from gutter to grade break (v/hz)
= 0.087 Slope from grade break to crown (v/hz) 0.020 Street flow is an [I] side(s) of the'street
Distance from curb to property line Slope from curb to property line (v/hz) 0.020 Gutter width = 1.500(Ft..), • .. .. - V WV' Gutter hike from flowline=- 2.000(in.)
V Manning's'N in gutter = 0.0150
'V •• ••'
•' V
Manning's N from gutter to grade break 0.0150 Manning's ,N from grade break to crown 0.0150 V
V Estimated mean flow rate t midpoint of street
=. . 4.409(CFS) Depth of flow =. 0.310(Ft.)''T
Average velocity = 5.139.(Ft/á) '
'
• V V Streetf low hydraulics' at midpoint
,of street travel: V -
Halfstreet flow width = 8.691(Ft.)
Flow velocity = 5.14'(Ft/s)
Travel time = ' 1.54 min. TC= 6.54 mm. V
, V Adding area flow to street
User specified 'C' value of O.90O given
fort subarea
, V 'Rainfall intensity = 5.318(In/Hr) for, a , 50.0 year storm Runoff coefficient used for sub-area,' Rational method,Q=KCIA, C
= 0.900 Subarea runoff = •''3.829(CFS) for O.800(Ac.) Total runoff = 6.138(CFS) .,Total area '= - 1.24 (Ac.) ' V Street flow at end of street
, . 6.138(CFS)
. V Half street flow at end of street—
V 6.138(CFS) •V 'V
Depth of flow = -' 0.339 (Ft.) •V • • .
, , .: Average velocity = V 5.443(Ft/s) V V
V Flow width (from curb towards crown)= 10 125(Ft ) '-c V V V• . ''' . . V , -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
+
+
+
+
+
+
+
+
+
+
Process from .Point/Station 172.000 to-Point/Station 173.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
V
Upstream point/station-elevation
=' 283.10(Ft.) Downstream point/station elevation = 278.55(Ft..)
Pipe length = 168.00(Ft.)' Manning's N = 0.013 ,. ' • No. of pipes = 1 Required pipe flow = ' 6.138(CFS) Given pipe size = '18.00(In.) ' ' . V , ,
• V V Calculated individual pipe flow
Normal flow depth in'pipe
= -. 7.41(In.) . V' • •• V Flow top width inside pipe 17.72 (In.-),' V
Critical Depth = 11.49(In.) •
V
V Pipe flow velocity = . 8.95(Ft/s) V
V ' •. Travel time through pipe '= ' 0.31 'min.
Time of concentration (TC)
= 6.85 mm
V , . • • ' . V
I
I
1
I
Li
I:
I
Li
n
++ ++ + +++++++ +++++++ ++ +++ ++ + +++ ++ ++++++++ + +
Process from Point/Station 173.000 to Point/Station 173.000 **** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number .,2 Stream flow area =' 1.240(Ac.)
Runoff from this stream = 6.138(CFS)
Time of concentration = 6.85 mm.
Rainfall intensity = 5160(In/Hr) ' Summary of stream data:
Stream Flow rate TC , Rainfall Intensity No (CPS) (mm) (In/Hr)
1 •6.757 . 6.71 - 5.231 2 6.138 6.85 5.160 Qmax(l)
. 1.000 * 1.000 .* 6.757) + - 1.000 *' 0.979 * 6.138) + = 12.765 Qmax(2)
'0.986 * 1.000 6.757) +
1.000 * i.000* " 6.138) ,± 12.802
Total of 2 streams to .confluence.
Flow rates before confluence point:.
- 6.757 6.1.38 .. - Maximum flow rates at confluence using abovedata:
12.765 12.802 .
Area of streams before conflüênce:
1.360 1.240 -
Results of confluence:
Total flow rate = 12.802(CFS)
Time of concentration = 6.853 mm.
Effective stream area after confluence ,= 2.600(Ac.) ' End of computations, total study area = -. 13.11 (Ac.)
* -
' ',--.....
San.Diego County Rational Hydrology Program
I Civi1CADD/CivilDESIGN EngineeringSoftware, (C) 1990 Version 2.3
Rational method hydrology program based on
.San Diego County Flood Control Division 1985 hydrology manual I Rational Hydrology Study. Date: 10/18/91
EL CAMINO
200 AREA
REAL/PALOMAR
BASIN STUDY
AIRPORT ROAD
FILENAME:• ELCAM2 . .
L 200,4 JOB #10365 2/1/91, REV'D 7/17/91 & 10/11/91
I ***** ********** Hydrology Study Control Information
I Rational hydrology -study stormeventy.ear is 59.0
Map data precipitation entered:
I . 6 hour, precipitation(inches) 2.400 24 hour precipitation(inchés) = 4.200 Adjusted 6 hour precipitation (inches) = 2.400 P6/P24 = 57.1% . I San Diego hydrology manual ,'C' values used
. . - Runoff cOefficients :by rational method.
I N P U T D A TA L I S T I N G
Element Capacity Space Remaining = 280
I Element Points and Process used between Points
Number Upstream Downstream . PrOcess
. 1200.000 . .. 201.000 Initial Area 1 2 201.000
202.000 .
202.000 . Street Flow + Subarea 3 ... 202.000 Main Stream Confluence 4 -210.000 - . .211.000 Initial Area
I .
. 5211.000
.. 212.000 Street Flow + subarea 6 212.000 1 - 213.000 Pipeflow Time(user inp) 7 213.000 - 202.000 Pipeflow Time(user inp) 8 - 202.000 -. . 202.000 Main Stream Confluence I 9 215.000 216.000 Initial Area 10 216.000 . .,217.000 Street Flow .+ Subarea 217.000 :202.000 Pipeflow Time(user inp) I
ll
12 . 202.000 . 202.000 - .- Main Stream Confluence 13 . 202.000 . 203.000 - Pipeflow Time(user inp) 14 203.000 204.000 Improved Channel Time
I 15 235.000 204.000 .., Subarea Flow Addition 16 . . 204.000 .. '272.000 Pipeflow Time(user inp) 17 272.000 . 272.000 Main Stream Confluence 18 270.000 . 271.000 Initial Area I 19 271.000 272.000 . Street Flow + Subarea 20
21 .
272.000 - 272.-000 Main Stream Confluence. 272.000 - . - 273.000 . Pipeflow Time(user inp) I 22 273.000 : 274.000 Pipeflow Time(user inp) 23 274.000 .274.000
- Main Stream Confluence, 24 220.000 , 221.000- Initial Area 25 221.000 222.000 Pipeflow Time(user inp) . I 26 222.000 222.000 Confluence 27 230.000 - 222.000 Initial Area
I 1 - --;
- - .
I 28 . 22 000
29 222.000
30 .. 223.000 .
I 31 290.000
32 291.000
33 . 292.000
• 34 223.000
I . 35 . 223.000,
36 224.000
•
37
38
225.00C
205.000 - 39 206.00.0
40 207.000
I 41 225.000 1 '42 . , 225.000
43 " 226.000
44 280.000 I 45 . ,. 281.000
46 , 282.000
47 -, 285.000
I . 48 - 286.000
49 282.000
50 ' ... . 282.000
, 226.000 I 52 226.000
53 ' 227.000
. 54 240.000
•- I 55 '241.000
56 . 252.000
57 . 250.000
I 58 .. 251.000
59 . 252.000
60 252.000
61 . 263.000 I 62 260.000
63 261.000 . 64 262.000
I 65 263.000
66 . 263.000.
67 . . . 264.000
68 299.900 I 69 299.000
70 . 299.500
I .
.72
71 298.000
297.000
73 . ' 265.000
74 266.000 -'
I . 267.000
76 297.000,
77 255.000
78 256.000 I 79 257.000
80 . 297.000
81 . . 297.000
82 . 296.000
83 . 275.000.
84 276.000 - I 85 296.000 I . 86 .., 296.000
87 295.000
222.000 Confluence
.. 223.000 Pipeflow Time(user inp)
.223.000 .' 'Confluence . 291.00d Initial Area
292.000 Street Flow + Subarea
223.000 Pipeflow Time(user inp)
223.000 Confluence
224.000 Pipeflow Time(user. inp)
225.900 ' Pipeflow Time(user inp)'
225.000 Main Stream Confluence
206.000 . ' Initial Area
207.000 , Street Flow + Subarea 225.000 . Pipeflow Time(user inp) :225000 Main Stream Confluence
226.000 Pipeflow Time(user inp)
226.000 . Main Stream Confluence'
.281.'000 , Initial Area
-282.000 Street Flow + Subarea * 282.000 '' Confluence
286.000 , Initial Area
282.000 Street Flow + Subarea
282.000. Confluence
226.000 . Pipeflow Time(user inp)
226.000 - Main Stream Confluence
227.000 . Pipeflow Time(user inp)
227.000 '.-Main Stream Confluence
241.000 Initial Area
'252.000. . Pipeflow Time(user inp)
252.000 Main Stream Confluence
- 251.000 Initial Area
252.000 Street Flow + Subarea
Main Stream Confluence
263.000 -, Pipeflow Time(user inp)
263.000 Main Stream Confluence
"26i. 000 - Initial Area
262.000 Street Flow + Subarea
' 263.000 . Pipeflow Time(user inp)
"263.000 Main Stream Confluence
264.000 Pipeflow Time(user inp)
.264.000 . Main Stream Confluence
. 299.000 .. Initial Area
298.000 , Irregular Channel Time
298.000 Subarea Flow Addition
297.000 - Pipeflow Time(user inp)
,,"297.000 Màin Stream Confluence
266.000 Initial Area
-.267.000 .Street Flow + Subarea
297. 000 - Pipeflow Time(user inp)
297.000 Main Stream Confluence
256.000 Initial Area
257.000 . Street Flow + Subarea , 297.000
. Pipeflow Time(user inp)
297.000 , Main Stream Confluence
296.000 . Pipeflow Time(user inp)
296.000 Main Stream Confluence
276.000 Initial Area
296.000 ' Street Flow + Subarea
296.000 Main Stream Confluence
295.000 Improved Channel Time
294.000
-
Improved Channel Time
End of listing
I
I
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13
San Diego County Rational Hydrology Program
I CivilCADD/CivilDESIGN Engineering Software; (C) 1990 Version 2.3
Rational method hydrology program based on
I San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/18/91
I EL CANINO REAL/PALOMAR AIRPORT ROAD
200 AREA BASIN STUDY
FILENAME: ELCAM2.
I
L 200,4 JOB #10365 2/1/91, REV'D 7/17/91 & 10/11/91
********* Hydrology Study ControlInformation
------------------------------------------------------------------------ I Rational hydrology study storm event year is 50.0
I.
Map data precipitation entered:
6 hour, precipitation(inches);= 2.400
24 hour precipitation(inches) = 4.200.
Adjusted 6 hour precipitation (inches) = 2.400
P6/P24 = 57.1%
I San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 200.000 to Point/Station 201.000 INITIAL AREA EVALUATION ****
User specified 'C' value of. 0.760 given for subarea
I Initial subarea flow distance = 300.00(Ft.)
Highest elevation= 314.60(Ft.)
Lowest elevation = 312.70(Ft.)
I
Elevation difference = 1.90(Ft.)
Time of. concentration calculated by the urban
areas overland flow method (App X-C) = 12.34 mm. TC = [1.8*(1. 1-C) *distanceA.5)/(% slope'(1/3)]
I TC= [1.8*(1.1_0.7600)*(300.00A.5)/( 0.63"(1/3))= 12.34
Rainfall intensity (I) = 3.:530 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.760
I Subarea runoff = . 1.798(CFS)
Total initial stream area = . 0.670(Ac.)
I Process from Point/Station ' 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME ± SUBAREA FLOW ADDITION ****
I Top of street segment elevation = 312.700(Ft.) End of street segment elevation = 286.200(Ft.)
I
Length of street segment = 1185.000(Ft.)
Height of curb above gutter flowline = 6.0(In.) Width of half street'(curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
I Slope from gutter to grade break (v/hz) = Slope from grade break to crown (v/hz) = ' 0.020 Street ..flow is on [1] side(s) of the street
I
I
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.060
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.
'
0150
Manning's N from gutter tograde break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.338 (Ft.)
Average velocity = 3.664(Ft/s)
Streetf low hydraulics at midpoint of street travel:
Halfstreet flow width = 10.052(Ft.)
Flow velocity 3.66 (Ft/s)
Travel time = 5.39 mm. TC = 17.73 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
I
I
I
I
I
4.078 (CFS)
Rainfall intensity = 2.795(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational niethod,Q=KCIA, C = 0.900 Subarea runoff = 4.276(CFS) for 1.700(Ac.)
Total runoff
6.073(CFS) Total area = 2.37(Ad.) Street flow at end of street = 6.073(CFS) Half street flow at end of street = 6.073(CFS) Depth of flow = 0.376(Ft.) I .Average velocity = 3.954(Ft/s)
Flow width (from curb towards crown)= 11.973(Ft.)
I Process from Point/Station 202.000 to Point/Station . 202.000
I **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
I Stream flow area = 2.370(Ac.)
Runoff from this stream = . 6.073(CFS)
Time of concentration = 17.73 mm.
I Rainfall intensity = 2.795(In/Hr)
Program is now starting with Main Stream No. 2
I ++++++++++++++++++++++++±+++++++++++++++++++-f-++++++++++++±++++++++++++ Process from Point/Station 210.000 to Point/Station 211.600 INITIAL AREA EVALUATION ****
I User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
I Highest elevation = 314.60(Ft.)
Lowest elevation = 312.70(Ft.)
Elevation difference = 1.90(Ft.)
- Time of concentration calculated by the urban
I areas overland flow method (App X-C) = 7.26 nun. TC = [l.8*(l.l-C)*distance'.5)/(% slope"(1/3)]
TC= [l.8*(1.1_0.9000)*(3.00.00-.5)/( 0.63-'-(1/3)J= 7.26
1 Rainfall intensity (I) = 4.971 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.924(CFS)
Total initial stream area = - . 0.430(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++±+++++++++++++++++++++++
Process from Point/Station 211.000 to Point/Station 212.000 STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION ****
Top of street segment elevation = 312 700(Ft ) End of street segment elevation = 293.300(Ft.)
Length of street segment = 785.000(Ft.)
I Height of curb above gutter fIowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.).
I .Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
I
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.) .
Gutter hike from flowline = 2.000(In.)
I Manning's N in gutter= 0.0150
Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150
I .Estimated mean flow rate at midpoint of street = 4.384(CFS.) Depth of flow = 0.340(Ft.). . .
Average velocity = . 3.868(Ft/s)
I
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.154(Ft.)
Flow velocity = 3.87(Ft/s)
Travel time = 3.38 ,min . . TC= 10.64 mm. .
I Adding area flow to street
U
.
ser specified 'C' valuè.of .0.900 given for subarea
Rainfall intensity . 3.884(In/Hr) for a 50.0 year storm
I
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = . 3.846(CFS) for 1.100 (Ac.)
Total runoff = 5.769(CFS) Total area = 1.53 (Ac.) Street flow at end of street = . 5.769(CFS)
I Half street flow at end of -street = 5.769(CFS)
Depth of flow = 0.366(Ft.)
. . .
Average velocity = 4 074(Ft/s)
Flow width (from curb towards crown)= 11 461(Ft )
I Process from Point/Station - 212.000 to Point/Station 213.000 ** PIPEFLOW TRAVEL TIME (User specified size); ****
I Upstream point/station elevation = 290.87 (Ft.)
Downstream point/station elevation = 287.20(Ft.) Pipe length = 152.80(Ft.) Manning's N = 0.013
I
.No. of pipes = 1 Required pipe flow. =. 5.769(CFS). Given pipe size = 18.00(In.)
Calculated individual pipe flow = . 5.,769(CFS)
Normal flow depth in pipe
I
=. . 7.40(In.) - Flow top width inside pipe,= 17.71(in.)
Critical Depth = 11.12(In.) . . Pipe flow velocity
I Travel time through pipe = .0 .30 mm
Time of concentration (TC) = 10.95 min.
I ............................................
Process from Point/Station -213.000 to Point/Station 202.000 ** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 286.87(Ft.)
Downstream point/station elevation 279.06(Ft.)
Pipe length = 289.25(Ft.) Manning's N = 0.013
No. of pipes '= 1 Required pipe flow, = 5.769(CFS)
Given pipe.size = 18.00(In.)
Calculated individual pipe flow 5.769(CFS)
Normal flow depth in pipe = 7 17(In ) Flow top width inside pipe = 17.62(In.)
Critical Depth = 13. 12(In ) Pipe flow velocity '= 8 79(Ft/s)
Travel time through'pipe = 0.55 nun.
Time of concentration (TC) = 11.49 nun
Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAINSTREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: '2
Stream flow area= 1.530(Ac.)
Runoff from this stream = 5 769(CFS)
Time of concentration -=,- 11.49 mm
Rainfall intensity =. 3.696(In/Hr)
Program is now starting with Main Stream No 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION '****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 293 30(Ft ) Lowest elevation = 288.70(Ft.)
Elevation difference = 4.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.86 nun TC= (1.8*(1.1_C)*distance'.5)/(% slope "(l/3))
TC= [1.8*(1.1_0.9000)*(200.00A.5)/( 2..30"(l/3)]= 3.86 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.650(CFS)
Total initial stream area ,= 0 290(Ac )
Process from Point/Station +, 216.000 to Point/Station 217.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 288.700(Ft.) End of street segment elevation—_ 284.800(Ft.) Length of street segment =. 260.000(Ft.)
Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft..) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
I Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter'= 0.0150
, I Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.732(CFS)
Depth of flow = 0.320(Ft.)
I Average velocity = 2.897(Ft/s)
Streetflow hydraulics at midpoint of street travel:
I
Halfstreet flow width = 9.168(Ft.)
Flow velocity = 2.90(Ft/s)
Travel time = 1.50 mm. TC 6.50 mm.
Adding area flow to street -
I User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 5.341(In/Hr) for a 50.0 year storm Runoff coefficientused for sub-area, Rational method,Q=KCIA, C = 0.900
I Subarea runoff = 1.827(CFS) for 0.380(Ac.)
Total runoff = 3.477(CFS) Total area = 0.67(Ac.) Street flow at end of street= 3.477(CFS)
I
Half street flow at end of street = 3.477(CFS)
Depth of flow = 0.341(Ft.)
Average velocity = 3.023(Ft/s)
Flow width (from curb towardscrown)= 10.235(Ft.)
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station - 217.000 to Point/Station 202.000 I **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 281.41(Ft.)
I Downstream point/station elevation = 279.06(Ft.)
Pipe length = 102.32 (Ft.) Manning's N ='0.013 No. of pipes = 1 Required pipe flow = 3.477(CFS)
I Given pipe size = 18.00(In.)
Calculated individual pipe -flow- 3.477(CFS) Normal flow depth in pipe 5.71(In.)
Flow top width inside pipe =- 16.76(In.)
I Critical Depth = 8.54(In.)
Pipe flow velocity = 7.21(Ft/s)
Travel time through pipe = 0.24 mm.
I Time of concentration (TC) _-= 6.73 mm
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station - 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS ****
I The following data inside Main Stream is listed:
In Main Stream number: 3 - Stream flow area = 0.670(Aq.) ' Runoff from this stream = 3.477(CFS) -
Time of concentration = 6.73 min.
Rainfall intensity = 5.219(In/Hr) -
I
Summary of stream data: -
Stream Flow rate TC -. Rainfall Intensity No. (CFS) (mm) (In/Hr)
I
Ii
6.073 17.73 . 2.795
2 5.769 11.49 3.696
3 3.477 6.73 5.219
Qmax(1) =
I 1.000 * 1.000 * 6.073) +
0.756 * 1.000 * 5.769) +
0.535 * 1.000 * 3.477) + = .12.297
I Qmax(2) =
1.000 * 0.648 * 6.073) +
1.000 * 1.000* 5.769) +
I
0.708 * 1.000 * 3.477) + = 12.168
Qxnax(3) = .
1.000 * 0.380 * 6.073) +
1.000 * 0.5861* 5.769) +
I 1.000 * 1.000.* 3.477) + = 9.162
Total of 3 main streams to confluence:
I
Flow rates before confluence point:
6.073 5.769 3.477
Maximum flow rates at confluence using above data:
12.297 12.168 9.162
I Area of streams before confluence:
2.370 1.530 0.670
I Results of confluence: . . .
Total flow rate = 12.297(CFS)
Time of concentration = 17.733 mm.
I Effective stream area after confluence = 4.570(Ac.)
I Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
1 Upstream point/station elevation = -278.73(Ft.) - Downstream point/station elevation = 278.50(Ft.)
I
Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 12.297(CFS) Given pipe size = 18.00(In.)
Calculated individual pipe flow = 12.297(CFS)
I Normal flow depth in pipe 13.52(In..) Flow top width inside pipe 15.56(1-n.)
Critical Depth = 15.90(In.)
I
Pipe flow velocity = 8.64(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) . 17.76 mm.
Process fro]n Point/Station 203.000 to Point/Station 204.000
I
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 278.50 (Ft.) .
I
Downstream point elevation =• 266.90(Ft.)
Channel length thru subarea - 875.00(Ft.)
Channel base width = - 10.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
I
Slope or 'Z' of right channel bank = 2.000
Manning's 'N' = 0.040
I
Maximum depth of channel 2.000(Ft.)
Flow(q) thru subarea = 12.297(CFS)
Depth of flow = 0 467(Ft )
I
Average velocity = 2.408(Ft/s)
Channel flow top width = 11.868 (Ft.) -
Flow Velocity = 2.41(Ft/s) t
Travel time = 6.06 mm.
I Time of concentration= 23.82 mm.
Critical depth= 0 352(Ft )
I +++++++++++++++++++++++++++-i-+++++++++++++++ :4++++++++++++++++++++++++++
Process from Point/Station 235.000 to Point/Station 204.000
I
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
I Decimal fraction soil group ,C = 0 000
Decimal fraction soil group D =1.000
[COMMERCIAL area type )
I
Time of concentration = 23.82 mm.
Rainfall intensity = 2.310(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Ratioñalmethod,Q=KCIA, C = 0.850 Subarea runoff = 45.759(CFS) for 23.300(Ac.)
Total runoff = 58.056(CFS) Total area ,= 27.87(Ac.)
I
+ .....................
Process from Point/Station 204.000 to Point/Station 272.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = 262.00(Ft.)
Downstream point/station elevation = 261.53 (Ft.)
Pipe length = 17.00(Et.) Manning'á N = 0.013
I
No. of pipes = 1 Required pipe flow = 58.056(CFS)
Given pipe size = 36.00 (In.)
Calculated individual pipe flow = 58.056(CFS)'
I
Normal flow depth in pipe =. l8.49(In.)
Flow top width inside pipe =. 35.99(In.)
Critical Depth = 29.59(In.)
Pipe flow velocity = 15.87(Ft/s)
I Travel time through pipe= 0.02 min.
Time of concentration (TC) . 23.83-min.
I ++++++++++++++++++++++±++++++:++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 272.000 to Point/Station 272.000
I
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
- -
I Stream flow area = 27.870(Ac.)
Runoff from this stream = 58.056(CFS)
Time of concentration = 23.83 mm.
Rainfall intensity = 2.309(In/Hr)
I Program is now starting with Main Stream No 2
I
I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 270.000 to Point/Station 271.000 ' *** INITIAL AREA EVALUATION.****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 340.00(Ft.)
I Highest elevation = 285.20(Ft.)
Lowest elevation = 279.80(Ft.)
Elevation difference = 5.40(Ft.)
I Time of concentration çalculàted by the urban
areas overland flow method (App X-C) = 5.69 mm.
TC = [1.8*(1.1_C)*distance'.5)/(% slope (1/3)]
TC = [1.8*(1.1_0.9000)*(340.00".5)/( 1.59'(1/3)J= 5.69
I Rainfall intensity (I) = 5.818 for a 50.0 year storm
Effective runoff coefficient used for area .(Q=KCIA) is C = 0.900 Subarea runoff = 3.561(CFS)
Total initial stream area = 0.680(Ac.)
I Process from Point/Station 271.000 to Point/Station 272.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
I Top of street segment elevation = 279.800(Ft.) End of street segment elevation = 268.280(Ft.) Length of street segment = 779.000(Ft.)
I Height of curb above gutter. flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
I
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
I Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) .
Gutter hike from flowline = 2.000(In.)
l
Manning's N in gutter = .0.0150
Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.702(CFS)
I .Depth of flow = 0.409 (Ft.)
Average velocity= 3.422(Ft/s) . * Streetflow hydraulics at midpoint of street travel:
I
Halfstreet* flow width ,= 13.623(Ft.) - Flow velocity = 3.42(Ft/s)
- - .. Travel time = 3.79 mm. TC 9.48 mm.
I
Adding area flow to street - User
-
ser specified 'C' value of 0.900 given for subarea
Rainfall intensity = . 4.185(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
I Subarea runoff = 4.519(CFS) for 1.200(Ac.) Total runoff = 8.080(CFS) Total area = 1.88(Ac.) Street flow at end of street = 8.080(CFS)
I Half street flow at end of street = 8.080(CFS) Depth of flow = 0.431(Ft.). - Average velocity 3.561(Ft/s) - Flow width (from curb towards crown)= 14.720(Ft.)
++++ +++++++++ +++ ++ +++++++++++++++++++++ + +++ + + ++++++++++ ++ + +++ +++ ++ ++++
I
Process from Point/Station 272.000 to Point/Station 272.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Mainstream is listed:
In Main Stream number: 2 -
Stream flow area = l.880(Ac)
Runoff from this stream = 8.080(CFS)
Time of concentration = 9.48 mm.
Rainfall intensity = 4.185(In/Hr)
Summary of stream data
Stream Flow rate TC ' Rainfall Intensity
No. (CFS) (lain) (In/Hr)
1 58.056 23.83 2.309 2 8.080 9.48 4.185 Qmax(l)= - -
1.000 * 1.000 * 58.056) ±
0.552 * 1.000 * 8.080) + = 62.515 Qxnax(2) =
1.000 * 0.398-*' 58.056) +
1.000 * 1.000 * _8.080) + = 31.180
Total of 2 main streams to confluence
Flow rates before confluence point:
58.056 8.080
Maximum flow rates at confluence using above data:
62.515 31.180 Area of streams before confluence: 27.870 1.880
Results of confluence: Total flow rate = 62.515(CFS)
Time of concentration = 23.834 mm.
Effective stream area after confluence = 29.750(Ac.)
Process from Point/Station 272.000 to Point/Station 273.000 PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 261.20(Ft.) Downstream point/station elevation = •. 261.00(Ft.)
Pipe length' = 5.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 62.515(CFS) Given pipe size = 36.00(In.)
Calculated individual pipe flow 62.515(CFS) Normal flow depth in pipe = 17.58(In.)''
Flow top width inside pipe = 35.99(In.) I Critical Depth = 30 54(In ) Pipe flow velocity = 18.2 3(Ft/s)
Travel time through pipe = 0 00 mm Time of concentration (TC) = 23.84 min.
+++++++±+++++++++++++++++++++++++++++++++±++++++++++++++++++++++++++
Process from Point/Station ' 273.000 to Point/Station 274.000 *** PIPEFLOW TRAVEL TIME (Use specified. size)
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Upstream point/station elevation = 260.67(Ft.)
I Downstream point/station elevation = 259.00(Ft.)
Pipe length = 141.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 62.515(CFS)
I. Given pipe size = 36.00(In.)
Calculated individual pipe flow = 62.515(CFS)
Normal flow depth in pipe = 25.76(In.)
Flow top width inside pipe 32.48(In.)
I Critical Depth = 30.54(In.)
Pipe flow velocity = 11.55(Ft/s)
Travel time through pipe = 0.20 mm.
Time of -concentration (TC) =. 24.04 mm.
+++++++++++++++++++++++++++-++++++++++++++++++++++±+++++++:I-+++++++++++
I . Process from Point/Station .274.000 to Point/Station 274.000 **** CONFLUENCE OF MAIN STREAMS ****
I . The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 29.750(Ac.)
Runoff from this stream . 62.515(CFS) I Time of concentration = 24.04 mm.
Rainfall intensity = 2.296(In/Hr).
Summary of stream data: -
I Stream Flow rate TC
No. (CFS) (mm)
Rainfall Intensity
(In/Hr)
1 62.515 24.04 2.296
Qmnax(l) = S
1.000 * 1.000 * 62.515) + .= 62.515
Total of 1 main streams to confluence:
Flow rates before confluence point:
62.515 -
Maximum flow rates at confluence using above data:
62.515
Area of streams before confluence:
29.750
Results of confluence:
Total flow rate = 62.515(CFS)
Time of concentration = 24.042 mm.
Effective stream area after confluence = 29. 750 (Ac . )
I Process from Point/Station L 220.000 to Point/Station 221.000 **** INITIAL AREA EVALUATION'****
I Decimal fraction sail group A = 0.000
Decimal fraction soil group B = 0.000
I Decimal
Decimal
fraction soil group C
fraction soil group D =
= 0.000
1.000
[COMMERCIAL area type
. ) Initial subarea flow distance = 750.00(Ft.) Li
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Highest elevation = 323.50(Ft.)
Lowest elevation = 308.00(Ft.)
Elevation difference = 15.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 9.68 mm.
TC = (1.8*(1.1_C)*distance".5)/(% slope A(l/3))
TC = [l.8*(1.1-0.8500)*(750.00".5)/( 2.07'(1/3)J= 9.68
Rainfall intensity (I) = 4.131 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 23.525(CFS)
Total initial stream area = 6.700(Ac.)
+++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++
Process from Point/Station 221.000 to Point/Station 222.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 304.00 (Ft.)
Downstream point/station elevation = 271.00(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 23.525(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 23.525(CFS)
Normal flow depth in pipe = .7.80(In.)
Flow top width inside pipe = 17.84(In.)
Critical depth could not be calculated.
Pipe flow velocity = 32.03(Ft/s)
Travel time through pipe = 0.05 mm.
Time of concentration (TC) = 9.73 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 222.000 to Point/Station 222.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.700 (Ac.)
Runoff from this stream = 23.525(CFS)
Time of concentration = 9.73 mm.
Rainfall intensity = 4.117(In/Hr)
Process from Point/Station 230.000 to Point/Station 222.000
'** INITIAL AREA EVALUATION *** 1 . -
Decimal fraction soil group A= 0.000
Decimal fraction soil group B- 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group .D = 1.000
[COMMERCIAL area type ) Initial subarea flow distance = 1230.00(Ft.)
Highest elevation = 318.00(Ft.)
Lowest elevation = 273.90(Ft.)
Elevation difference = 44.10(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 10.31 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slope "(l/3)]
TC= [1.8*(1.1_0.8500)*(1230.00A.5)/( 3.59'(l/3)]= 10.31
Rainfall intensity (I) = 3.965 for a 50.0 year storm
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Effective runoff coefficient used for area (Q=KCIA) is C= 0.850
Subarea runoff = 28.307(CFS)
Total initial stream area = 8.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 222.000 to Point/Station . 222.000 **** CONFLUENCE OF MINOR STREAMS ****
I -Along Main Stream number: 1 in normal stream number 2
Stream. flow area = 8.400 (Ac..)
Runoff from this stream- = 28.307(CFS)
I
Time of concentration = 10.31 min.-
Rainfall intensity = 3 965(In/Hr)
Summary of stream data:
I Stream Flow rate TC Rainfall Intensity No. (CFS) . (mm) (In/Hr)
I i 23.525 9.73 4. 117' -
2 28.307'' 10.3i 3._965
I
Qmax(1) =
'1.000 * 1.000, * 23.525) +
1.000 * 0.943 * 28.307) + = 50.228
Qmax(2)
I 0.963 * - 1.000 * 23.525) + -
- 1.000 * 1.000 * 28.307) + 50.963
I
Total of .2 streams to confluence:
Flow rates before confluence point
23.525 28.307 -
Maximum flow rates at confluence using above data
I 50.228 50.963
Area of . -- streams before confluence:
6.700 8.400 :- - -
I Results of confluence:
Total flow rate = 50.963(CFS)
Time of concentration - 10.311 mm. -
Effective stream area after confluence = 15.100 (Ac.)
Process from Point/Station 222.000 to Point/Station- 223.000 ** PIPEFLOW TRAVEL TIME (User specified size) ****
- Upstream point/station elevation = 270.67(Ft.)
Downstream point/station elevation = 269.50(Ft..)
Pipe length = .- 16.00(Ft.) Manning's N = 0.013
No. of pipes 1 Required pipe flow = 50.963(CFS)
I Given pipe size = 24.00(In.)
Calculated individual pipe flow = 50.963(CFS)
Normal flow depth in pipe = 16.73 (In.) -
I Flow top width inside pipe '='. 22.05(In.)
Critical depth could not be calculated.
Pipe flow velocity = 21.79(Ft/s)
Travel time through pipe = 0.01 min.
i I Time of concentration (TC) =. 10.32 mm. .
I
Process from Point/Station 223.000 to Point/Station 223.000
I
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow
I
area = 15.100(Ac.)
Runoff from this stream = 50.963(CFS)
Time of concentration = 10.32 mm.
I
Rainfall intensity = 3.962(In/Hr)
++++++++++++++++++++++++++1 ++++++++++++++++++++++++++++++++++++++++++
U
Process from Point/Station 290.000 to Point/Station 291.000 **** INITIAL AREA EVALUATION'****
User specified 'C' value of 0.900 given for subarea
I Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 289.20(Ft.)
Lowest elevation = 283.50(Ft.)
I
Elevation difference = 5.70(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.59 mm.
TC = (1.8*(1.1_C)*djstanceA.5)/(% slope'(1/3)J
I TC= [1.8*(1.1_0.9000)*(200.00A.5)/( 2.85'(1/3))= 3.59
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.323 for a 50.0 year storm
I Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.650(CFS)
Total initial stream area = 0.290(Ac.)
+++++++++++++++++++++++++++++++++±++++++++++++++++++++++++++++++++++++
Process from Point/Station 291.000 to Point/Station 292.000
I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation ,= 283.500(Ft.)
I
End of street segment elevation = 278.700(Ft.)
Length of street segment 285.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000 (Ft.)
I Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
I Street flow is on [1] side(s) of the street
Distance from curb to property line 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
I
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
I Manning's N from grade break: to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.817(CFS) Depth of flow = 0.318(Ft.
I Average velocity = 3.055(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.053(Ft.)
Flow velocity = 3.06 (Ft/s)
I Travel time = 1.55 mm. TC = 6.55 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
I
Rainfall intensity = 5.310(In/Hr) for a 50.0 year storm
- Runoff coefficient used for sub-area, Rational xnethod,Q=KCIA, C,= 0.900
I
Subarea runoff = 1.959(CFS) for 0.410 (Ac.)
Total runoff = 3.'610(CFS) Total area = 0.70(Ac.)
Street flow at end of street = 3.610(CFS)
Half street flow at end of street= 3.610(CFS)
I Depth of flow = 0.339 (Ft.)
Average velocity = 3.192(Ft/s)
Flow width (from curb towards crown)= 10.142(Ft.)
I
Process from Point/Station .292.000 to Point/Station 223.000 I **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 273.00(Ft.)
I Downstream point/station elevation = 271.23(Ft.)
Pipe length = 146.40.(Ft.) Manning's N = 0.013
No. of pipes =1 Required pipe flow = 3.610(CFS)
I
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.610(CFS)
Normal flow depth in pipe = 6.91(In.)
Flow top width inside pipe = 17.51(In.)
I Critical Depth = 8.70(In.)
Pipe flowvelocity = 5.78(Ft/s)
Travel time through pipe = 0.42 mm.
Time of concentration (TC) = 6.98 mm
+++++++++++++++++++++++++±++++++++++++++++++.++++++++++++++++++++4 I Process from Point/Station 223.000 to Point/Station 223.000 **** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.700(Ac.)
Runoff from this stream -=- 3.610(CFS)
I
Time of concentration = 6.98 mm.
Rainfall intensity = 5.101(In/Hr)
Summary of stream data
I Stream Flow rate TC Rainfall Intensity No..(CFS) (mm) (In/Hr)
1 50.963 1032 3.962 2 3.610 6.98,5.101
I
Qmax(1) =
1.000 * 1 000 * 50.963) +
0.777 * 1 000 * 3 610) + = 53 767 Qmax(2) =
I 1.000 * 0.676 * 50.963) +
1.000 * '.1.000 * 3.610) += 38.052
I Total of 2 streams to confluence
Flow rates before confluence point:
50.963 3.610
I
Maximum flow rates at confluence using above data:
53.767 38.052 -.
Area of streams before confluence: * .
15.100 0 700
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Results of confluence:
Total flow rate = 53.767(CFS,) - Time of concentration = 10.324 mm. I Effective stream area after confluence =. 15.800(Ac.)
I Process from Point/Station 223.000 to Point/Station 224.000 PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 269.73(Ft.)
Downstream point/station elevation = 266.00(Ft.)
Pipe length = 265.05(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.767(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow 53.767(CFS)
Normal flow depth in pipe =' 21.75(In.)
Flow top width inside pipe = 35.21(In.)
Critical Depth = 28.57 (In.)
Pipe flow velocity = 12.03(Ft/s)
Travel time through pipe = -0.37 mm.
Time of concentration (TC) 10.69 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 224.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 265.67(Ft.)
Downstream point/station elevation = 260.52 (Ft.) Pipe length = 173.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.767(CFS) Given pipe size = 36.00(m.)
Calculated individual pipe flow 7 53.767(CFS) Normal flow depth in pipe = 17.30(In.)
Flow top width inside pipe= 35.97 (In.) Critical Depth = 28.57(In.)
Pipe flow velocity = 16.00(Ft/s)
Travel time through pipe = 0.18 mm.
Time of concentration (TC) = 10.87 nun
Process from Point/Station 225.000 to Point/Station 225.000 **** CONFLUENCE OF MAIN STREAMS **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 15.800 (Ac.)
Runoff from this stream = 53.767(CFS) Time of concentration = 10.87 mm.
Rainfall intensity = 3.832(In/Hr)
Program is now starting with Main Stream No 2
Process from Point/Station 205.000 to Point/Station 206.000 *** INITIAL AREA EVALUATION',****
User specified 'C' value of 0.900 given for subarea
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Li
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Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 278.70(Ft.)
Lowest elevation = 275.10(Ft.)
Elevation difference = 3.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.19 mm.
TC = [l.8*(l.l_C)*distance".5)/(% slope A(l/3))
TC = [1.8*(l.1-0.9000)*(200.O0'.5)/( 1.80"(1/3))= 4.19
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.323 for a 50.0 year storm-
Effective runoff coefficient used for area (Q=KcIA) is C = 0.900
Subarea runoff = 1.764(CFS)
Total initial stream area
=
0.310(Ac.)
Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 275.100(Ft.)
End of street segment elevation = 269.400(Ft.)
Length of street segment = 375.000(Ft.)
Height of curb above gutter 'flowliné = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1) side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150 '
Manning's N from gutterto grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.301(CFS)
Depth of flow = 0.336 (Ft.,)
Average velocity = 3.011(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.969 ('Ft.)
Flow velocity = 3.01(Ft/s)
Travel time = 2.08 mm. TC = 7.08 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 5.055(In/Hr).'. for a 50.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.900 Subarea runoff = 2.457(CFS) for 0.540(Ac..)
Total runoff = 4.221(CFS) Total area = 0L85(Ac..)
Street flow at end of street = ' 4.221(CFS)
Half street flow at end of street = 4.221(CFS)
Depth of flow = 0.359 (Ft.)
Average velocity = 3.152(Ft/s)
Flow width (from curb towards crown)= 11.119(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 207.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 263.00(Ft.)
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Downstream point/station elevation = 261.30(Ft.)
Pipe length = 12.00(Ft.) Manning's N = 0.013
I
No. of pipes = 1 Required pipe flow 4.221(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 4.221(CFS)
Normal flow depth in pipe = 3.97 (In.)
I Flow top width inside pipe = 14.93(In.)
Critical Depth = 9.44 (In.),
Pipe flow velocity = 14.58 (Ft/s)
I Travel time through pipe =, - 0.01 mm.
I Time of concentration (TC) = 7.09 min.
I Process from Point/Station 225.000 to Point/Station 225.000
I
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
I Stream flow area = 0.850(Ac.)
Runoff from this stream =. 4.221(CFS)
Time of concentration = 7.09 mm.
Rainfall intensity = - 5.048.(In/Hr)
I Summary of stream data: -
Stream Flow rate TC . Rainfall Intensity
No. (CFS). (mm) (In/Hr)
-1 53.767 10.87 3.832
I 2 4.221 7.09 . 5.048
Qmax(l) =
1.000 * 1.000 * 53.767) +.
I 0.759 * 1.000 *, 4.221) + = 56.970 Qmax(2) =
.1.000 * .0.652*, 53.767) +
I 1.000 * 1.000 * 4.221) + = 39.284
Total of 2 main streams to confluence:.
Flow rates before confluence point:
I 53.767 4.221
Maximum flow rates at confluence using above data:
56.970 39.284
Area of streams before confluence:
15.800 - 0.850 .. •. -
I Results of confluence:
Total f 19w rate = 56.970(CFS)
Time of concentration = 10.871 mm.
I Effective stream area afterconfluence = 16.650(Ac.)
I Process from Point/Station
. 225.000 to Point/Station 226.000 **** PIPEFLOW TRAVEL TIME (User specified size)
I Upstream point/station elevation = 260.52(Ft.)
Downstream point/station elevation = 259.19 (Ft.).
Pipe length = 45.00 (Ft.) Manning's N = 0.013
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No. of pipes = 1 Required pipe flow = 56.970(CFS) *
Given pipe size = 36.00(In.) •' -.
Calculated individual pipe flow = 56.970(CFS)
Normal flow depth in pipe= 17.93(m.)
Flow top width inside pipe = 36.00(In.) -
Critical Depth = 29.33 (In.) -
Pipe flow velocity= 16.19(Ft/s) V
Travel time through pipe = 0.05 mm. .'
Time of concentration (TC)=.. 10.92 min.-
Process from' Point/Station 226.000 to Point/Station 226.000 **** CONFLUENCE OF MAIN STREAMS.***.* V
The following data inside Main: Stream' is listed:
In Main Stream number: 1 .
Stream flow area = - 16650(Ac.) V
Runoff from this stream = V
' 56.970(CFS) V
V Time of oncentration 10.92 min'.
Rainfall intensity = 3.821(In/Hr) V
V
Program is now starting with Main Stream No. 2
V V
Process from Point/Station 280.000 to Point/Station 281.000 **** INITIAL AREA EVALUATION
User specified 'C'valueof 0.900 given for subarea
Initial subarea flow distance = 405.00(Ft.)
Highest elevation = 287.20(Ft.) V * V
Lowest elevation = 279.80(Ft.) V
V
V
V
Elevation difference = 7.40(Ft.)
Time of concentration calculated by the urban V V
areas overland flow -method (App X-C) V 5.93 mm. V TC = [1.8*(1.1_C)*distance1,.5)/(% slope "(l/3)] V
TC= [1.8*(1.1_0.9000)*(405.00A.5)/(. 1.83A(1/3)]= 5.93 V Rainfall intensity (I) = 5.667 for a .50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff= V 4.590(CFS) V
Total initial stream area =, • 0900(Ac) V V
Process from Point/Station V 281.00.0 to Point/Station - 282.000 *** STREET FLOW TRAVEL TIME ± SUBAREA FLOW ADDITION **** V
Top of street segment elevation 7 279.800(Ft.) V
End of street.ségment elevation 268.700(Ft.) V
Length of street segment = ' 864.000(Ft.) V
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
V Distance from crown to crossfall grade break = 51.500(Ft.) - V
Slope from gutter to grade break (v/hz) = 0.087 V Slope from grade break to crown '(v/hz) = 0.020 -,.
Street flow is on [1] side(s) of the street V
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = V 0.020 -
Gutter width = 1.500 (Ft.) V
V
V V Gutter hike from flowline =; 2'.000(In.) V
V
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
I
Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.905(CFS)
Depth of flow = 0.437 (Ft.)
Average velocity = 3.354(Ft/s)
I Streetf low hydraulics at midpoint of street travel:
Half street. flow width = 15.016(Ft.)
Flow velocity = 3.35(Ft/s)
I Travel time = 4.29 mm. TC = 10.22 Thin.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
I
Rainfall intensity = 3.987(In/Hr) for a 50.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.900
Subarea runoff = 4.665(CFS) for 1.300 (Ac.)
Total runoff = 9.255(CFS) Total area = 2.20(Ac.)
I Street flow at end of street = 9.255(CFS)
Half street flow at end of street = 9.255(CFS)
Depth of flow = 0.457 (Ft.)
I
Average velocity = . 3.471(Ft/s)
Flow width (from curb towards crown)= 16.013(Ft.)
I .
Process from Point/Station - 282.000 to Point/Station 282.000 **** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: .2 in normal stream number 1
Stream flow area = 2.200(Ac.)
I
Runoff from this stream = - 9.255(CFS)
Time of concentration= 10.22 mm.
Rainfall intensity = 3.987(In/Hr)
++++++++++++++++++++++++++++++++++t+++++++++++++++++++++++++++++++++
Process from Point/Station . 285.000 to Point/Station 286.000
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**** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
I Highestelevation = 286.50(Ft.)
Lowest elevation = 280.10(Ft.)
Elevation difference = 6.40(Ft.)
I Time of concentration calculated by the urban
areas overland flow method -(App X-C) 4.84 mm. TC = (1.8*(1.1_C)*distanceA.5)/(% slope ''(l/3)]
I
TC = [1.8*(1.1_0.9000)*(300..00A.5)/( 2.13"(l/3)]= 4.84
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.323 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
I Subarea runoff .= 2.447(CFS)
Total initial stream area 0.430(Ac.)
I Process from Point/Station. . 286.000 to Point/Station 282.000
I
*** STREET FLOW TRAVEL TIME. + SUBAREA FLOW ADDITION
Top of street segment elevation = . 280.100(Ft.)
End of street segment elevation = 268.700(Ft.)
I
. ;...
I Length of street segment 71.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
I
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break' = 51.500(Ft.)
Slope from gutter to grade break (v/hz) =. 0.087
Slope from grade break to crown (v/hz) = 0.020
I ' Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
I Gutter width = 1 500(Ft ) I Gutter hike from flowline =, 2.000(In.) '
Manning's N in gutter = 0.0150
I
Manning's N from gutter to grade break -= 0.9150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.577(CFS) Depth of flow = 0.388(Ft.)
I Average velocity = 3.312(Ft/s)
' Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = ,'12.576(Ft.)
I
Flow velocity
Travel time .= 3.83 mm. TC = 8.83 mm.
Adding area flow to street
User. specified 'C'
'I
value of 0.900 given for subarea
Rainfall intensity = 4.382(In/Hr) for a 50.0 year storm Runoff coefficient used forsub-area, Rational inethod,Q=KCIA, C 0.900 Subarea runoff = 4.338(6FS) for 1.100 (Ac.)
I Total runoff 6.785(CFS) Total area = 1.53 (Ac.) Street flow at end of-street ,= 6.785(CFS)
Half street flow at end of street = - 6.785(CFS)
I
- Depth of flow = 0.410(Ft.)
Average velocity , 3.449(Ft/s) '
Flow width (from curb t0ward51cr0wn)= 13.656(Ft.) -
++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++
Process from Point/Station - 282.000 to Point/Station
' 282.000
I
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number:. 2 in normal stream number 2
I
Stream flow area = 1.530(Ac.)
Runoff from this stream = 6 785(CFS)
Time of concentration = - 8.83 min.
' Rainfall intensity = ' 4.382(In/Hr) '
I Summary of stream data
Stream Flow rate TC .' Rainfall Intensity No.,(CFS) (mm) (In/Hr)
1 9.255 10.22 3.987
I 2 6.785 883 4 .382 Qmax(1) =
1 000 * 1.000 * 9.255) +
I
0.9101* 1.000 * 6.785) + = 15.430 Qinax(2)
1.000 * - 0.864 * 9.255) +
I
l 000 * 1 000 * 6.785) + = 14,782
Total of 2 streams to confluence: '
Flow rates before confluence point:
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9.255 6.785
Maximum flow rates at confluence using above data:
15.430 14.782
Area of streams before confluence:
2.200 1.530. -
Results of confluence:
Total flow rate = 15.430(CFS)
Time of concentration = 10.220 mm. -
Effective stream area after confluence— 3.730 (Ac.)
Process from Point/Station 282.000 to Point/Station 226.000 PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 264.00(Ft.-)
Downstream point/station elevation = 260.69(Ft.).
Pipe length = 65.60(Ft.) Manning's N =,0_013
No. of pipes = 1 Required pipe flow = 15.430(CFS)
Given pipe size = 18.00(In.) .,
Calculated individual pipe flow = 15.430(CFS)
Normal flow depth in pipe =. 10.62(In.)
Flow top width inside pipe = l7.71(In)
Critical Depth = 16.97(In.)
Pipe flow velocity = 14.24(Ft/s)
Travel time through pipe = 0.08 mm.
Time of concentration (TC) 10.30 min.
- -
Process from Point/Station 226.000to Point/Station 226.000 *** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream nuinber: 2
Stream flow area
Runoff from this stream = -. . 15.430(CFS)
Time of concentration - 10.30 mm. -- Rainfall intensity = 3.968(In/Hr)
Summary of stream data: ., .
Stream Flow rate TC -. Rainfall Intensity No. (CFS) (min) . . (In/Hr)
I F
- . .' I •• I
1 lI 56.970 10.92 .' 3.821 2 15.430 10.30 - - 3.968 Qmax(l)
1.000 * l.000..* '56.970) +
0.963 * 1.000.,*Ih15.0430). += . 71.829 Qmnax(2) = .. - -•
1.000 * 0.943 ,t,- 56.970) +
1.000 * 1.000 *1 15.430) + = . 69.162
Total of 2 main streamsto confluence:
Flow rates before confluence point: - -
56.970 15.430 I •
Maximum flow rates at conflueiice using above data: *
71.829 .69.162 -.: • ..
Area of streams before confluence:
-'I •1 '- ...-
I 16.650 3.730
I Results of confluence:
Total flow rate = 71.829(CFS)
Time of concentration = 10.917 mm.
I Effective stream area after.confluence
I .
Process from Point/Station . 226.000 to Point/Station227.000
PIPEFLOW TRAVEL TIME (User specified size) ****
1 Upstream point/station elevation - 258.86(Ft.)
Downstream point/station elevation = 258.41(Ft.)
.Pipe length = 29.29 (Ft.) Manning's N = 0.013
I No. of pipes = 1 Required pipe flow 71.829(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow, = 71.829(CFS)
I
Normal flow depth in pipe =. 25.92(In.)
Flow top width inside pipe = 32.33(In.)
Critical Depth = 32.17 (In.)
Pipe flow velocity = 13.17(Ft/s)
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 10.95 mm.
I.
Process from Point/Station 227.000 to Point/Station 227.000 1c* CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 20.380(Ac.)
Runoff from this stream = 71.829(CFS)
Time of concentration = 10.95 mm. .
Rainfall intensity = 3.813(In/Hr)
Summary of stream data.-
Stream Flow rate TC Rainfall Intensity
I No. (CFS) (mm) (In/Hr)
1 71.829 . 10.95 3.813
Qmax(l) .
. 1.000 * 1.000 * 71.829) + = 71.829
I . Total of 1 main streams to confluence:
Flow rates before confluence point:
71.829
Maximum flow rates at confluence using above data:
71.829
Area of streams before confluence:
I
20.380 .
Results of confluence: .
I Total flow rate = 71.829(CFS) .
Time of concentration = . 10.954 mm.
Effective stream area after confluence = 20.380(Ac.)
I . H. ..
I +++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++
Process from Point/Station 240.000 to Point/Station 241.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group. B = 0.000
Decimal fraction soil group C.= 0.000,
I Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type ]
Time of concentration computed by the
I
natural watersheds nomograph (AppX-A)
TC = (11.9*length(Mi)"3)/(elevation' change) )'.385 *60(mjn/hr) + 10 mm.
Initial subarea flow distance = 1025.00(Ft.)
Highest elevation = 322 00(Ft )
I Lowest elevation— 289.80(Ft.)
Elevation difference = 32.20(Ft.)
TC=[(11.9*0.1941A3)/( 32.20)).385= 6.16 + 1.0 min. = 16.16 mm.
I Rainfall intensity (I) = ' 2.967 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450.
Subarea runoff = 6.810(CFS)
Total initial stream area =. , 5.100(Ac.)
I Process from Point/Station 241.000 to Point/Station 252.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
I
Upstream point/station elevation = 285.40(Ft.)
Downstream point/station elevation = 285.00(Ft.)
Pipe length = 22.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.810(CFS)
I Given pipe size = 24.00(In.) ,
'Calculated individual pipe flow = ' 6.810(CFS)
Normal flow depth in pipe = ' 7.71(In.)
I Flow top width inside pipe =.' 22.41(In.)
Critical Depth = 11 ll(In ) Pipe flow velocity 7.82 (Ft/s)
Travel time through pipe = ' 0.05 mm. ,
I Time of concentration (TC) = '16.21 min.
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 252.000 to Point/Station 252.000 **** CONFLUENCE OF MAIN STREAMS ,
The following data inside Main Stream is listed
In Main Stream number 1
Stream flow area = 5.100 ('Ac.) . .
I Runoff from this stream = 6.810(CFS)
Time of concentration = . 16.21 mm.
Rainfall intensity = 2.962(In/Hr) . .
Program is now starting with Main Stream No 2
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 250.000 to Point/Station 251.000 **** INITIAL AREA EVALUATION ****
I
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 375.00(Ft.)
Highest elevation = 317.00(Ft.)
Lowest elevation = 306.80(Ft.)
Elevation difference = 10.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.99 mm.
TC = [l.8*(1.1-C)*distance".5)/.(% slope"(1/3))
TC= [l.8*(1.l_0.9000)*(375.00".5)/( 2.72'(1/3)]= 4.99
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.323 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KcIA) is C = 0.900
Subarea runoff = 3.301(CFS)
Total initial stream area = 0.580(Ac..)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 251.000 to Point/Station 252.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 306.800(Ft.)
End of street segment elevation = 289.200(Ft.)
Length of street segment = 785.000(Ft.)
Height of curb above gutter flowline = 6.0.(In.)
Width of half street (curb to crown) = 53.00.0(Ft.)..
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz.) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = . 10.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 1.500(Ft.).
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N. from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = . 6.545(CFS) Depth of flow = 0.384 (Ft.)
Average velocity = 4.018(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.355(Ft.)
Flow velocity = 4.02(Ft/s)
Travel time = . 3.26 ml . . TC = 8.26 min
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = . 4.576(In/Hr) for a 50.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 4.695(CFS) •for 1.140(Ac.)
Total runoff = 7.995(CFS). Total area = 1.72 (Ac.)
Street flow at end of street= I 7.995(CFS)
Half street flow at end of street '= 7.995(CFS)
Depth of flow = 0.406 (Ft.)
Average velocity = 4 186(Ft/s)
Flow width (from curb towards crown)= 13 444(Ft )
++++++++++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++
Process from Point/Station - .. 252.000 to Point/Station 252.000 **** CONFLUENCE OF MAIN STREAMS
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The following data inside Min Stream is listed:
In Main Stream number: 2
Stream flow area = 1.720(Ac.)
Runoff from this stream = 7.995(CFS)
Time of concentration = 8.26 mm.
Rainfall intensity.= 4.576(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 6.810 16.21 2.962
2 7.995 8.26 -. 4.576
Qmax(l) = .
1.000 * 'l.000 * 6.810) +
0.647'* 1.000,* 7.995) + = 11.986
Qmax(2) =
1.000 •* 0.510 * 6.810) +
1.000 * 1.000* 7.995) + = 11.465
Total of2 main streams tócdnfluence:-
Flow rates before confluence point:
6.810. 7.995 -
Maximum flow rates at confluence using above data:
11.986 11.465
Area of streams before confluence:
5.100 1.720 •0
Results of confluence:
Total flow .rate = 11.986(CFS)
Time of concentration = - 16.205 mm.
Effective stream area after confluence = 6.820 (Ac.)
--
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 252.000 to Point/Station 263.000 **** PIPEFLOW TRAVEL TIME (User specified size) ***
Upstream point/station elevation = 284.77(Ft.)
Downstream point/station elevation =. 266.30(Ft.)
Pipe length = 146.00(Ft.) .' Manning's .N = 0.013 0
No. of pipes = 1 Réqüired pipe. flow = - 11.986(CFS)
Given pipe size = 24.00(In.) .
Calculated individual pipe flow = 11.986(CFS)
Normal flow depth in pipe = 6.26(In.)
Flow top width inside pipe 21.07(Iñ.)
Critical Depth = 14.92 (In.').', - -
Pipe flow velocity = 18.38 (Ft/ s) '
Travel time through pipe = - 0.13 mm. - Time of concentration (TC) -. 16.34 mm.
- •i._;•• - • • -•
Process from Point/Station 263.000 to Point/Station 263.000 **** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number:
Stream flow area = 6 820(Ac ) Runofffrom this stream = .- 11.986'(CFS)
Time of concentration = 16.34 mm.
Rainfall intensity = 2.946(In/Hr)
Program is now starting with Main Stream No 2
+++++++++++++++++++++++++++++++++++++++++t++++++++++++++++++++++++++++
Process from Point/Station 260.000 to Point/Station 261.000
INITIAL AREA EVALUATION ****
User specified 'C' value of-0.900 given for subarea
Initial subarea flow distance = 255.00(Ft.)
Highest elevation = 305.80(Ft.)
Lowest elevation = 305.00(Ft.)
Elevation difference = 0.80 (Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.46 mm.
TC = [1.8*(1.1=C)*distanceA.5)/(% slope'-(1/3))
TC= [l.8*(1.1_0.9000)*(255.00A.5)/( 0.3i'(1/3)]=. 8.46
Rainfall intensity (I) = 4.504 for 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 1.500(CFS) - -
Total initial stream area = 0 370(Ac )
+++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station - 261.000 to Point/Station 262.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 305.000(Ft.)
End of street segment elevation=: 286.500(Ft.)
Length of street segment—., 675.000(Ft.) -
Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to-crown), 53.000 (Ft.)
Distance from crown tocrossfall grade break = 51.500(Ft.)
Slope from-gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1 500(Ft )
Gutter hike from flowline,= 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.'0150
-Manning's N from grade breakto crown= 0.0150
Estimated mean flow rate at midpoint of street = 3.486(CFS) Depth of flow
Average velocity = 3 877(Ft/s)
Streetflow hydraulicsat midpoint of street travel:
Halfstreet flow width = 8.,9 2 fft ) Flow velocity = 3.88(Ft/s)'
Travel time = 2.90 min. TC = 11 36 min.
Adding area flow to street
User specified 'C' value of 'O.'900 given for subarea
Rainfall intensity = - 3.724(In/Hr) for a 50.0 year storm
Runoff coefficient used'for sub-area, Rational niethod,Q=KCIA, C = 0.900 Subarea runoff =. 3.285(cFs) for 0.980(Ac.)
Total runoff= - 4.785(CFS) Total -area = 1.35(Ac.)
Street flow at end of street = 4 785(CFS)
I .
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Half street flow at end of street = 4.785(CFS)
Depth of flow = 0.343 (Ft.)
Average velocity = 4.100(Ft/s)
Flow width (from curb towards crown)= 10 317(Ft )
Process from Point/Station 262.000 to Point/Station 263.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 282.50(Ft.)
Downstream point/station elevation 266.55(Ft.)
Pipe length = 35.00 (Ft.) Manning's N = 0.013
No of pipes = 1 Required pipe flow = 4.785(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 4.785(CFS)
Normal flow depth in pipe 13.17(In.)
Flow top width inside pipe = 13.71(In.)
Critical Depth = 10.08(In.)
Pipe flow velocity = 22.86(Ft/s)
Travel time through pipe = 0.03min.
Time of concentration (TC) = 11.39 min.
+.++++++++±++++++++++++++++++++ +++++++++4++++±+++++++++++++++++++
Process from Point/Station 263.000 to Point/Station 263.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream islistèd:
In Main Stream number: 2
Stream flow area = 1.350.(Ac.)
Runoff from this stream = 4.785(CFS)
Time of concentration = 11.39 min.
Rainfall intensity = 3 719(In/Hr)
Summary of stream data
Stream Flow rate TC Rainfall Intensity
No (CFS) (mm) (In/Hr)
1 11.986 16 34 . * 2.946
2 4785 1139 1.719
Qmax(l)
1.000 * l.000',*.. 11.986)' +
0.792 * 1.000.* 4.785) + = 15.776 Qmax(2) =
1.000* 0.697 *, 11.986) +
1.000 * 1.000 * 4.785) + = 13.139
Total of 2 main streams to confluence
Flow rates before bonfluenOe point:
11.986 4.785
Maximum flow rates at confluence using above data:
15.776 13.139 '
Area of streams before confluence:
6.820 1.350
Results of confluence
Total flow rate = 15 776(CFS)
Time of concentration = 16.337 mm.
Effective stream area after confluence = 8.170(Ac.)
Process from Point/Station 263.000 to Point/Station 264.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = . 266.30(Ft.)
Downstream point/station elevation = 262.00(Ft.)
Pipe length = 34.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.776(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow -= 15.776(CFS)
Normal flow depth in pipe - 7.21(In.)
Flow top width inside pipe = 22.00(In.)
Critical Depth = 17.19(In.)
Pipe flow velocity = 19.89(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = .16.37 mm.
+++++++.++++++++++++++++++-+--++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 264.000 to Point/Station 264.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is, listed:...
In Main Stream number: 1
Stream flow area = 8.170(Ac.)
Runoff from this stream = ,15.776(CFS)
Time of concentration = 16:37 mm.
Rainfall,, intensity = 2.943(In/Hr)
Summary of stream data:
- -
Stream Flow rate TC ''.. Rainfall Intensity No. (CFS) (min). (In/Hr)
1 15.776 16.37 - 2.943
Qmax(l) = -
1.000 * 1.000 * - 15.776) + =
Total of 1 main streams to confluence: -
Flow rates before confluence point:
15.776 -
Maximum flow rates at confluence using above data:
15.776 -.
Area of streams before confluence:
8.170 -
Results of confluence: -.- -
Total flow rate = 15.776(CFS)
Time of concentration = 16,. 366 min.
c Effective stream area after onfluence =- 8.170(Ac.,)
Process from Point/Station , 299.900 to Point/Station 299.000 **** INITIAL AREA EVALUATION .
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Decimal fraction soil group A =0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C..= 0.000
Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type )
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)-"3)/(elevati6n change)]-.385 *60(min/hr) + 10 mm.
Initial subarea flow distance = 570.00(Ft.)
Highest elevation = 420.00(Ft.)
Lowest elevation =. 395.00(Ft.)
Elevation difference = 25.00(Ft.)
TC=[(11.9*0.1080"3)/( 25.00))'-.385= 3.45 + 10 mm. = 13.45 mm.
Rainfall intensity (I) = 3.341 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 4.134(CFS)
Total initial stream area - 2.750(Ac.)
- -
-
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 299.000 to Point/Station 298.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.101 (Ft.) -
Average velocity = 1.677(Ft/s)
******* Irregular Channel Data *******
Information entered for subchannelnuntber 1 :-
Point number ' 'X' coordinate 'Y' coordinate
1 0.00 •y 2.00
2 . .8.00 - 0.00
3 32.00 •- 0.00
.4
- 40.00 2.00
Manning's 'N' friction factor ,= .0.040, .
Sub-Channel-flow = 4.134(CFS) -
' ' flow top width =. 24.808(Ft.)
velocity= 1.67.7(Ft/s)
' '
- area = 2.466(Sq.Ft)
Froude number = 0.937 -•
Upstream point elevation = 395.000(Ft.)
Downstream point elevation = 281.600(Ft.)
Flow length = 2560.000(Ft.) •, -
Travel time = 25.45 mm.
Time of concentration = 38.90 min.
Depth of flow = 0.101(Ft.)
Average velocity = 1.677(Ft/s) -
Total irregular channel flow = 4.134(CFS)
Irregular channel normal depth above invert elev. = 0.101(Ft.)
Average velocity of channel(s) = 1.677(Ft/s)
Sub-Channel No. 1 critical depth =- 0.097(Ft.)
. crizical now top width = 24.773(Ft.)
' critical flow velocity= 1.753(Ft/s)
- critical flow area =. .2.358(Sq.Ft)
p - -
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+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++
Process from Point/Station 299.500 to Point/Station 298.000 **** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil groupD = 1.000
[RURAL (greater than 1/2 acre) area type ]
Time of concentration = 38.90 mm.
Rainfall intensity = 1.684(In/Hr) for a 50.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450
Subarea runoff = 24.664(CFS) for 32.550(Ac.)
Total runoff = 28.798(CFS) Total area = 35.30(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 298.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 282.00(Ft.)
Downstream point/station elevation = 279.73(Ft.)
Pipe length = 99.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 28.798(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 28.798(CFS)
Normal flow depth in pipe = 13.16(In.)
Flow top width inside pipe = 34.67 (In.)
Critical Depth= 20.84(In.)
Pipe flow velocity = 12.32(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 39.03 mm.
+++++++++++++++++++++++++++++++±++++++++++±+++++++++++++++++++++++++++
Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 35.300(Ac.)
Runoff from this stream = 28.798(CFS)
Time of concentration = 39.03 min.
Rainfall intensity = 1.680(In/Hr)
Program is now starting' with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 265.000 to Point/Station 266.000 **** INITIAL AREA EVALUATION **
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
Highest elevation = 307.00(Ft.)
Lowest elevation = 300.00(Ft.)
Elevation difference = 7.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.70 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slope'-(l/3)]
TC= [1.8*(1.1_0.9000)*(300.00A.5)/( 2.33"(l/3))= 4.70
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Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line'(v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.O00(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.361(Ft.)
Average velocity = 2.740(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.216(Ft.)
Flow velocity = 2.74(Ft/s)
Travel time = 4.81 mm. TC = 9.81 mm.
Adding area flow to street
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3.728 (CFS)
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Setting time of concentration to 5
Rainfall intensity (I) = 6.323
Effective runoff coefficient used
Subarea runoff = 1.593(CFS)
Total initial stream area =
minutes
for a 50.0 year storm
for area (Q=KCIA) is C = 0.900
0. 280 (Ac . )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 266.000 to Point/Station 267.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 300.000(Ft.)
End of street segment elevation = 291.000(Ft.)
Length of street segment = 790.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 41.000(Ft.)
Distance from crown to crossfall grade break = 39.500(Ft.)
User specified 'C' value of 0.900 given for subarea
I Rainfall intensity = 4.095(In/Hr) for a 50.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 2.764(CFS) for 0.750(Ac.)
Total runoff = 4.358(CFS) Total area = 1.03(Ac.) I Street flow at end of street = 4.358(CFS)
Half street flow at end of street = 4.358(CFS)
Depth of flow =. 0.377(Ft.)
I Average velocity = 2.825(Ft/s)
Flow width (from curb towards crown)=. 12.000(Ft..)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 267.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 288.60(Ft.)
Downstream point/station elevation = 279.73(Ft.)
Pipe length = 380.00(Ft.). Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.358(CFS)
Given pipe size = 18.00(In.,)
Calculated individual pipe flow = 4.358(CFS)
Normal flow depth in pipe = 6.41(In.)
Flow top width inside pipe = 17.24(In.)
Critical Depth = 9.60(In.)
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I Pipe flow velocity = 7 73(Ft/s)
Travel time through pipe = 0.82 min.
Time of concentration (TC) = 10.63 min.
I Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS '**** V V
I The following data inside Main Stream is listed
In Main Stream number 2
Stream flow area 1.030(Ac.) V V
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Runoff from this stream= I 4.358(CFS)
Time of concentration = 10.63 mm. V Rainfall intensity = 3.888(In/Hr) V V
Program is now starting with Main Stream No. 3 V
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Process from Point/Station 255.000 to Point/Station V 256.000 **** INITIAL AREA EVALUATION ****
V V
User specified 'C' value of 0.900 given for subarea V
I Initial subarea flow distance = 200 00(Ft ) Highest elevation = 291 00(Ft ) Lowest elevation = 287 80(Ft )
I Elevation difference = 3.20(Ft.)
Time of concentration.calculated by the urban V V
areas overland flow method (App X-C) = 4.35 mm.
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TC = [1.8*(1.1_C)*distance¼.5)/(% slope'(1/3))
TC= [1.8*(1.1_0.9000)*(200.00A.5)/(1.6oA(1/3)]= 435 V
Setting time of concentration to .5 minutes
Rainfall intensity (1) =
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,6.323 for a. .50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.309(CFS) V
Total initial stream area = 0 230(Ac )
++++++++++++++++++++++++++±4 +4 ++++++++++++++++++++++++++++++++++++
Process from Point/Station 256.000 to Point/Station 257.000
I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **
Top of street segment elevation = 287.800(Ft.) V V
I End of street segment elevation = 283 900(Ft ) Length of street segment = 300.000 (Ft.) - V - Height of curb above gutter .flowline = 6.0(In.)
I
Width of half street (curb to crown) 71.000(Ft.)
V Distance from crown to crossfall' grade break = 69.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020 V
I Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
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Gutter width = 1.500 (Ft..) V
Gutter hike from flowline = 2.000(In.) V
Manning's N in gutter = 0.9150 .
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Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150.
Estimated mean flow rate at midpoint of street = 3.016(CFS) Depth of flow ,= 0.335(Ft.)- V
1
Average velocity = 2.779(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.915(Ft.)
Flowvelocity = 2.78(Ft/s)
Travel time = 1.80 mm. TC = 6.80 mm.,
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 5.186(In/Hr) for a 50.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 2.800(CFS) for 0.600 (Ac.)
Total runoff = 4.109(CFS) Total area
Street flow at end of street.= '4.109(CFS)
Half street flow at end of street = 4.109(CFS)
Depth of flow = 0.364 (Ft.) S
Average velocity =' 2.945(Ft/s),.
Flow width (from. curb towards crown)= 11.371(Ft.)
Process from Point/Station 257.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 280 50(Ft ) Downstream point/station elevation = 279.73 (Ft.)
Pipe length = 105.00(Ft.) Manning's N = 0.013
No, of pipes = 1 Required pipe flow = 4.109(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 4.109(CFS)
Normal flow depth in pipe = . 8.54(m.)
Flow top width inside pipe = 17.98(In.)
Critical Depth = 9.32(In.)
Pipe flow velocity = S 4.98 (Ft/s)
Travel time through pipe = 0.35 mm.
Time-of concentration (TC) = 7.15 mm.
+++++++++++++++++++++4-+++++++++++++++++++++++++ "+++++++++++++++++++++++
Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS ***
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.830(Ac.)
Runoff from this. stream= 4.109(CFS)
Time of concentration = 7.15 min.
Rainfall intensity = 5.020(In/Hr) S
Summary of stream data: -
Stream Flow rate TC " Rainfall Intensity
No (CFS) (mm) (In/Hr)
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1 28.798
'2 4.358 I 4.109
Qmax(1) =
I 1.000 *
0.432 *
0.335 *
Qmax(2)
I
39.03
10.63
7.15
1.000 *
1.000 *
1.680
3.888
5.020
28.798) +
4.358) -+
32.056
1 1.000 * 0.272 * 28.798) +
1.000 * 1.000 * 4.358) + -
I
. 0.775 * 1. 0.00 * . 4.109) + = 15.381
Qlnax(3)= .
1.000 * 0.183 * 28.798) + .
1.000 * 0.673 * 4.358) +
I 1.000 * 1.000 * 4.109). + = 12.319
Total of 3 main streams to confluence:
I Flow rates before confluence point:
28.798 4.358 4.109
Maximum flow rates at confluence using above data:
32.056 . 15.381 12.319
I Area of streams before confluence:
35.300 1.030 . 0.830
Results of confluence:
Total flow rate = 32.056(CFS)
Time of concentration = 39.030 mm. I Effective stream area after confluence = 37.160(Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station . 297.000 to Point/Station 296.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = 279.40(Ft.)
Downstream point/station elevation = 278.30(Ft.)
I
Pipe length = 46.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 32.056(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 32.056(CFS) ' Normal flow depth in pipe =. 13.78(In.)
Flow top width inside pipe . 35.00(In.) -
CriticalDepth = 22.02 (In.)
I Pipe flow velocity 12.88(Ft/s)
Travel time through pipe =. 0.06 mm.
Time of concentration (TC) = 39.09 min.
Process from Point/Station 296.000 to Point/Station 296.000
I **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
I
In Main Stream number: 1 -
Stream flow area = 37.16,0( Ac.)
Runoff from this stream =• 32.056(CFS)-
Time of concentration =. 39.09 mm.
I Rainfall intensity = 1.678(In/Hr)
Program is now starting with Main Stream No. 2
1 Process from Point/Station .275.000 to Point/Station 276.000
I
*** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distanOe = 300.00(Ft.)
Highest elevation = 307.00(Ft.)
Lowest elevation = 300.00(Ft.)
Elevation difference = 7.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.70 mm.
TC = (1.8*(1.1-C)*distance'.5)/(% slope"(1/3)]
TC= [
1.8*(l.l-0.9000)*(300.00'.5)/( 2.33A(1/3)J= 4.70
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.323 for a 50.0 year storm
Effective runoff
coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 2.447(CFS)
Total initial stream area = 0.430(Ac.)
++ +.........................................................
Process from Point/Station 276.000 to Point/Station 296.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 300.000(Ft.)
End of street segment elevation = 283.700(Ft.)
Length of street segment = 1180.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 7.285(CFS)•.
Depth of flow = 0.423(Ft.)
Average velocity = 3.391(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.304(Ft.)
Flow velocity = 3.39(Ft/s)
Travel time = 5.80 mm. TC = 10.80 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity= 3.848(In/Hr) for a 50.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.900 Subarea runoff = 5.887(CFS) for 1.700 (Ac.)
Total runoff = 8.334(CFS) Total area = 2.13 (Ac.) Street flow at end of street = 8.334(CFS)
Half street flow at end of street = 8.334(CFS)
Depth of flow = 0.439 (Ft.)
Average velocity = 3.490(Ft/s)
Flow width (from curb towards crown)= 15.118(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 296.000 to Point/Station 296.000 ** CONFLUENCE OF MAIN STREAMS 1c*
The following data inside Main Stream is listed:
In Main Stream number: 2
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I Stream flow area = 2.130(Ac.)
Runoff from this stream = 8.334(CFS) -•
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Time of concentration = 10.80 mm.
Rainfall intensity = 3.848(In/Hr)
Summary of stream data:
I Stream Flow rate TC ' Rainfall Intensity
No. (CFS) (mm). (In/Hr)
I i ' 32.056 39.09 1.678
2 8.334 10.80 3.848
Qmax(l) =
I 1.000 * 1.000 * 32.056) +
0.436 * 1.000 .;* 8.334) + =. 35. 69l
Qmax(2)
I 1.000 * 0.276 * 32.056) +
1.000 *' 1.000 * 8.334) ± = 17.191
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Total of 2 main streams to confluence: -.
Flow rates before confluence point:
32.056 - 8.334 -
Maximum flow rates at confluence using above data:
- 35.691 V17.191
Area of streams before confluence:
37.160 2.130- - V
Results of conf1uenc: -.
Total flow rate = 35.691(CFS)
Time ofconcéntratioñ = 39.089 min.
Effective stream area after confluence = 39.290(Ac.)
I ++++++++++++++ .... ++++++++++++++++++++±+4++++++++-++++++++++++-++++++
Process from Point/Station 296.000 to Point/Station 295.000
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**** IMPROVED CHANNEL TRAVEL TIME ****V *
Upstream point elevation = 278.30(Ft.)
Downstream point elevation,'.."-,270.50(Ft.)
I Channel length thru subarea 555.00(Ft.)
Channel base width = 4.000 (Ft.)
Slope or IZF of left channel bank = 1.500 V
Slope or 'Z' of right channel bank = 1.500
'Manning's 'N' = 0.015 V
Maximum depth '--of channel 2.500(Ft.)Y V
Flow(q) thru subarea V 35 .691(CFS) V V
Depth of flow = 0.810'(Ft.)
Average velocity = 8.450(Ft/s). V
Channel flow top width =
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6.430(Ft.) V
V
Flow Velocity = 8.45(Ft/s) V
Travel time = 1.09 mm. V
V Time of concentration = 40.18. mm.- - V
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Critical depth= 1.156(Ft..)
V -
V
Process from-Point/Station 295.000 to Point/Station 294.000 IMPROVED CHANNEL TRAVEL TIME
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-
Covered channel
Upstream point elevation = 270.50 (Ft.)
Downstream point elevation = 270.10 (Ft.)
Channel length thru subarea = 60.00(Ft.)
Channel base width = 5.000(Ft:)
Slope or 'Z' of left channel bank = 0.000
Slope or 'Z' of right channel. bank = 0.000
Manning's 'N' = 0.015
Maximum depth of channel 2.500(Ft.)
Flow(q) thru •subarea = 35.691(CFS)
Depth of flow = 1.070(Ft.).. -.
Average velocity = 6 672(Ft/s)
Channel flow top width = 5.000(Ft.) ...,
Flow Velocity = 6.67(Ft/s) .
Travel time = 0 15 mm
Time of concentration = 40.33 min.
Critical depth = 1.172 (Ft.)
End of computations, total study area = 97.59 (Ac )
S.
S - S
I
San Diego County Rational Hydrology Program
I CivilCADD/Civi1DESIGN Engineering Software, (C) 1990 Version '2.3
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study. Date: 10/18/91 ------------------------------------------------------------------------
EL CANINO REAL/PALOMAR AIRPORT ROAD
300 AREA BASIN STUDY
FILENAME: ELCAN3
L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 19/18/91
********* Hydrology Study Control Information
Rational hydrology study storm event year is 50 0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.400 '
24 hour precipitation(inches) = 4.200
Adjusted 6 hour precipitation (inches) = .2.400
P6/P24 57.1% ,.
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
************ I N P U T.tD-A T A LI S TI N G ************
Element Capacity Space Remaining = 346
Element Points and Process used between Points
Number Upstream. Downstream Process
'1 . 300.000 301.000 Initial Area
2 301.000 . 302.000 Pipeflow Time(user inp) 3 302 000 303.000 Pipeflow Time(user inp) 4 303.000. 3'03.000 Main Stream Confluence
5 . 310.000 • 311.000 Initial Area
6 311.000 312.000 Pipeflow Time(user inp) 7 . 312.000 313.000 Pipeflow Time(user inp) 8 313.000 313L000 Confluence 9 . . 340.000 313.000 . Initial Area
10 313.000 . 313.000 . Confluence. 11 313.000 303.000 Pipeflow Time(user inp) 12 . . 303.000 303.000: • Main Stream Confluence 13 303.000 304 000 Pipeflow Time(user inp) 14 - 304.000 . 304.000 Main Stream Confluence 15 . 330.000 331.000 Initial Area
16 331.000 . .332.000 Street Flow + Subarea 17 332.000 322 000 Pipeflow Time(user inp) 18 322.000 . - .322.000 Confluence
19 320.000 . . 321.000 - Initial Area 20 . 321.000 . . :3.22.000 Street Flow + Subarea 21 322.000 . 322.000 .; Confluence 22 322.000 304.000. Pipeflow Time(user inp) 23 • 304.000 304.000 Main Stream Confluence 24. • 304.000 . :305.000, Pipeflow Time(user inp) End of listing
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C'
San Diego County Rational Hydrology Program
CivilCADD/CivilDESIGN Engineering Software, (C) 1990 Version 2 3
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date 10/18/91
EL CAMINO REAL/PALOMAR AIRPORT ROAD
300 AREA BASIN STUDY
FILENAME ELCAM3
L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 10/18/91
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 50.0
Map data precipitation entered
6 hour, precipitation(inches) = 2.400
24 hour precipitation(inches) = 4 200
Adjusted 6 hour precipitation (inches) = 2.400,
P6/P24 = 57.1%..
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 400 00(Ft ) Highest elevation = 320 00(Ft ) Lowest elevation = 305 50(Ft ) Elevation difference "= 14 50(Ft )
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4..69 nun
TC = [1 8*(l 1-C)*distance' 5)/(% slope'(1/3)]
TC = [1 8*(l 1-0 9000)*(400 OOA 5)/( 3.63-(1/3)]= 4.69
Setting time of concentration to 5 minutes -
Rainfall intensity (I) = 6.323 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C .= 0.900
Subarea runoff— 2 959(CFS)
Total initial stream area = 0 520(Ac )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station. 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 301 00(Ft ) Downstream point/station elevation = 300 33(Ft ) Pipe length = 123.40(Ft.) Manning's N 0.013
No of pipes = 1 Required pipe flow = 2 959(CFS)
Given pipe size = 18 00(In ) Calculated individual pipe flow = 2 959(CFS)
Normal flow depth in pipe = 7 72(In ) Flow top width inside pipe = 17 82(In )
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Critical .Depth = 7.85(In.)
Pipe flow velocity = 4.09(Ft/s)
Travel time through pipe = 0.50 mm.
Time of concentration (TC) = _5.50 min.
+++++++-1-++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station - 302.000 to Point/Station 303.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation 300.00(Ft.)
Downstream point/station elevation = 294.50(Ft.)
Pipe length = 253.50(Ft.) Manning'sN = 0.013
No of pipes = 1 Required pipe flow. = 2 959(CFS)
Given pipe size = 18 00(In )
Calculated individual pipe flow = 2 959(CFS)
Normal flow depth in pipe = 5.33(In.)
Flow top width inside pipe = 16 44(In ) Critical Depth = 7.85(In.);
Pipe flow velocity '= 6 75(Ft/s)
Travel time through pipe = .0.63min.
Time of concentration (TC)= 6.13 mm.
+++++++++++++++{-++++++++++++ -++++++++++±+++++++++++++++++++++++++++++
Process from Point/Station ' 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number :-1
Stream flow area = 0.520(Ac.)
Runoff from this stream = 2 959(CFS)
Time of concentration = 6.13 min.
Rainfall intensity = 5.545(In/Hr)
Program is now starting with Main Stream No 2
Process from Point/Station 310.000 to Point/Station 311.000 **** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group ,B = 0.000 -
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = I.000'
[COMMERCIAL area type
Initial subarea flow distance = 775.00(Ft.)
Highest elevation = 322 00(Ft ) Lowest elevation = 314 00(Ft
Elevation difference = 8.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 12.40 mm.
TC = [l.8*(l.l_C)*distanceA.5)/(% slopè"(1/3)]
TC = [l.8*(I.l0.8500)*(775.00A.5)/( 1.03"(1/3)]= 12.40
Rainfall intensity (I) = - 3.521 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is ,C = 0.850
Subarea runoff = 11.073(CFS)
Total initial stream area = 3 700(Ac )
Process from Point/Station 311.000 to Point/Station 312.000
I **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 309.93 (Ft.)
I Downstream point/station elevation = 305.90(Ft.)
Pipe length = 66.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = . 11.073(CFS)
I
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 11.073(CFS)
Normal flow depth in pipe = 7.24(In.)
Flow top width inside pipe = 22.03(In.)
I Critical Depth = 14.31(In.)
Pipe flow velocity = 13.85(Ft/s)
Travel time through pipe = 0.08 mm.
Time of concentration (TC) = 12.47 min..
I Process from Point/Station 312.000 to Point/Station 313.000 **** PIPEFLOW TRAVEL TIME (User specified size)
I
Upstream point/station elevation = 305.56(Ft.)
Downstream point/station elevation = 299.00 (Ft.)
Pipe length = .14.00(Ft.) Manning's N = 0.013 . No. of pipes = 1 Required pipe flow = 11.073(CFS)
I Given pipe size = 24.00(In.)
Calculated individual pipe f1ow . = 11.073(CFS)
Normal flow depth in pipe = 4.34(In.)
I Flow top width inside pipe = 18.48 (In.)
Critical Depth = 14.31(In.)
Pipe flow velocity = 28.56(Ft/s)
Travel time through pipe = 0.01 mm.
I Time of concentration (TC) 12.48 mm.
I ++++++++++++++++++++.-+++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station- 313.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: 2 in normal stream number 1
Stream flow area = 3.700 (Ac.)
I
Runoff from this stream = 11.073(CFS)
Time of concentration = 12.48 mm.
Rainfall intensity = 3.505(In/Hr) .•
I
Process from Point/Station 340.000 to Point/Station 313.000
I
**** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance, = 405.00(Ft.)
I Highest elevation = 310.00(Ft.)
Lowest elevation = 304.00(Ft.)
Elevation difference = 6.00(Ft.)
I Time of concentration calculated by the urban
areas overland flow method (App X-C) = 19.07 mm.. TC = (1.8*(l.l_C)*djstance.5)/(% slope "(1/3)]
TC= [1.8*(1.1_0.5000)*(405.00A.5)/( 1.48"(1/3)]= 19.07
Rainfall intensity (I) = 2.667 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff = 0.213(CFS)
Total initial stream area = 0 160(Ac )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 313.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number 2 in normal stream number 2
Stream flow area = 0.160(Ac.)
Runoff from this stream = 0.213(CFS)
Time of concentration = 19.07 mm.
Rainfall intensity = 2.667(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 11.073 12.48 3.505
2 0.213 19.'07 2.667
Qmax(l) =
1.000 * 1.000 * 11.073) +
l.OQO * 0.655* 0.213) + = 11.212
Qmax(2) =
0.761 * 1.000 11.073) +
1.000 * 1.000 * 0.213) + = 8.639
Total of 2-streams to confluence:
Flow rates before confluence point:
11.073 0.213
Maximum flow rates at confluence using above data:
11.212 8.639
Area of streams before confluence
3.700 0.160.
Results of confluence:
Total flow rate = 11.212(CFS)
Time of concentration = 12.483 mm.
Effective stream area after confluence = 3.860(Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) '**
I Upstream point/station elevation = 298.67(Ft.)
Downstream point/station elevation = 294.50(Ft.)
I Pipe length = 8.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 11.212(CFS)
Given pipe size = 24.00(m.).
Calculated individual pipe flow = 11.212(CFS)
I Normal flow depth in pipe = 4.26(In.)
Flow top width inside pipe = 18 34(In ) Critical Depth = 14.42(In.)
I Pipe flow velocity = 29.77(Ft/s)
Travel time through pipe = 0.00 mm.
Time of concentration (TC) = 12.49 mm.
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+ +++++ +++++++++ ++++++++ ++ + + + ++++++ ++ +++ +++++++ + +
I Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
I
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.860(Ac.)
Runoff from this stream 11.212(CFS)
I Time of concentration = 12.49 min.
Rainfall intensity = 3.504(In/Hr)
Summary of stream data:
I Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 2.959 6.13 5.545
2 11.212 12.49 3.504
I •Qmax(1) =
1.000 * 1.000 * 2.959) +
1.000 * 0.491 * 11.212) + = 8.463
I
Qmax(2) =
0.632 * 1.000 * 2.959) +
1.000 * 1.000 ,* 11.212) + = 13.082
I Total of 2 main streams to confluence:
Flow rates before confluence point:
2.959 11.212
I
Maximum flow rates at confluence using above data:
8.463 13. 082
Area of streams before confluence:
1
0.520 3.860
Results of confluence:
I Total flow rate = 13.082(CFS)
Time of concentration— 12.488 mm.
Effective stream area after confluence = 4.380(Ac.,)
++++++++++ +++++++ +++++++++ ++++ +++++ + +++++++++ ++ ++++++ ++ + + ++ ++++ +++++++
Process from Point/Station ' 303.000 to Point/Station 304.000
I PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 294.00(Ft..)
I Downstream point/station elevation = 280.20(Ft.) Pipe length = 202.00(Ft.) Manning's N = 0.013 No. of pipes = 1' Required pipe flow = 13.082(CFS)
I
Given pipe size = 24.00(In.)
Calculated individual pipe flow = ' 13.082(CFS)
Normal flow depth in pipe = 7.67(In.) - Flow top width inside pipe 22.38(In.)
I Critical Depth = 15.62(In.,)
Pipe flow velocity = 15.12(Ft/s)
Travel time through pipe = 0.22 mm.
Time of concentration (TC) = 12.71 mm.
-...-
I
Process from Point/Station 304.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 4.380(Ac.),.•
Runoff from this stream = 13.082(CFS)
Time of concentration = 12.71 mm.
Rainfall intensity = 3.464(In/Hr)
Program is now starting .with Main Stream No. 2
Process from Point/Station . 330.000 to Point/Station 331.000
**** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 295.00(Ft.)
Highest elevation = 305.80(Ft..)
Lowest elevation = 303.90(Ft.)
Elevation difference = 1.90(Ft.)
Time of concentration calculated by the urban,
areas overland flow method (App X-C) = 7.,16 mm.
TC = [l.8*(l.1-C)*distance".5)/(% slope'(1/3))
TC= (l.8*(1.1-0.9000)*(295.00".5)/( 0.64'(1/3)]= 7.16
Rainfall intensity (I) = 5.016 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 1.941(CFS)
Total initial stream area = 0.430(Ac.)
Process from Point/Station ' 331.000 to Point/Station 332.000
**** STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION ****
Top of street segment elevation = 303.900(Ft.)
End of street segment elevation = 289.300(Ft.)
Length of street segment = 375.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope fromgutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at mi'dpoint of street = 3.160(CFS)
Depth of flow = 0.293 (Ft.)
Average velocity = 4.425(Ft/s) -
Streetf low hydraulics at midpoint of street travel:
Halfstreet flow width = 7.821(Ft.)
Flow velocity = 4.42(Ft/s)
Travel time = 1'.41 nun. TC = 8.57 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
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I ++++++++++++++++-+++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 321.000 **** INITIAL AREA EVALUATION ****
I
I
User specified 'C' value of 0.900 given for .subarea
Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 305.50(Ft.)
Lowest elevation = 303.90(Ft.)
Elevation difference = 1.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.48 mm.
TC = [1.8*(1.1_C)*distance'.5)/(% slope'-(1/3)]
TC = [1.8*(l.l_0.9000)*(200.00A..5)/( 0.80"(1/3)]= 5.48
Rainfall intensity (I) = 5.957 for a 50.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 1.555(CFS)
Total initial stream area = 0.290(Ac.)
Rainfall intensity = 4.466(In/Hr) for a 50.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 2.171(CFS) for 0.540(Ac.)
Total runoff = 4.112(CFS) Total area = 0.97(Ac.)
Street flow at end of street = 4.112(CFS)
Half street flow at end of street = 4.112(CFS)
Depth of flow = 0.314 (Ft.)
Average velocity = 4.613(Ft/s)
Flow width (from curb towards crown)= 8.881(Ft.)
Process from Point/Station 332.000 to Point/Station 322.000
**** PIPEFLOW TRAVEL TIME (User specified size) **** -
Upstream point/station elevation 281.19(Ft.)
Downstream point/station elevation = 280.75(Ft.)
Pipe length , = 55.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.112(CFS)
Given pipe size = 18.00(m.)
Calculated individual pipe flow 4.112(CFS)
Normal flow depth in pipe = 8.33(In.)
Flow top width inside pipe = 17.95(In.)
Critical Depth = 9.32(In.)
Pipe flow velocity = 5.14(Ft/s)
Travel time through pipe = 0.18 nun.
Time of concentration (TC) = 8.75 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 322.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.970(Ac.)
Runoff from this stream = 4.112(CFS)
Time of concentration = 8.75 mm.
Rainfall intensity = 4.407(In/Hr)
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I
+++++++++++++++++++++++++±++ :+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 322.000
STREET FLOW TRAVEL TIME'+StJBAREA FLOW ADDITION ****
Top of street segment elevation 303.900(Ft.)
End of street segment elevation =, 289.700(Ft.)
I
Length of street segment = 375 000(Ft )
Height of curb above gutter flowline = 6.0(In.)
Width of hálf street (curb to crown) 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
I Slope from gutter to grade break (v/hz) 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
I
Distance from curb to property line = 10 000(Ft )
Slope from curb to property 1ine (v/hz) = , 0.020
Gutter width = 1.500(Ft.)
I
Gutter hike from flowline = 2".00O(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break =, 0.0150
Manning's N from grade break to crown = 0.0150
I Estimated mean flow rate at midpoint 'of street = 3.002(CFS)
Depth of flow = 0.290(Ft.) *
Average velocity = 4.340(Ft/s)
I
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 7..677(Ft.)
Flow velocity = 4.34(Ft/s)..
Travel time = l.-44 min. TC = 6.92 min.
l Adding area flow to street User specified 'C'value of 0.900 given for subarea
Rainfall intensity .= 5.125(In/Hr) for a 50.0 year storm
I
Runoff coefficient used for sub-area, Rational inethod,Q=KCIA, 'C = 0.900
Subarea runoff = 2.491(6FS) for 0.540(Ac.)
Total runoff = 4.046(CFS) Total area = 0.83(Ac.)
I
Street flow at end of street = 4.046(CFS) : Half street flow at end of street = 4 046(CFS)
Depth of flow = 0 314(Ft )
Average velocity = 4 548(Ft/s)
Flow width (from curb towards crown)= 8 872(Ft )
I Process from Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.830(Ac.)
Runoff from this stream = 4 046(CFS)
I Time of concentration = 6.92 min.
Rainfall intensity = 5.125(In/Hr) *
Summary of stream data
I Stream Flow rate TC Rainfall Intensity
No (CFS) (mm) (In/Hr)
I 1 4.112 8.75 4 407
2 4.046 692 5.125
I
Qxnax(l) =
.1 .000 * 1.000 * 4.112) +
- 0.860 * 1. 000"* 4.046) + = ' 7.591
I
Qmax(2) =
1.000 * 0.791 * 4.112) +
1•000 * 1.000 * 4.046) + = 7.300.
I Total of 2 streams to confluence:
Flow, rates before confluence point:
4.112 4.046
I Maximum flow rates at confluence using above data:
7.591 7.300
Area of streams before confluence: I 0.970 0.830
Results of confluence
Total flow rate = 7.591(CFS)
Time of concentration = 8.751 mm.
I Effective stream area after confluence = 1 800(Ac )
I Process from Point/Station 322.000 to Point/Station 304.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = 280.57(Ft.)
Downstream point/station elevation = 280.20(Ft.)
I
Pipe length = 46.00 (Ft.) Manning's N = 0.013
No. of pipes = 3. Required pipe flow = 7.591(CFS)
Given pipe size = 18.00(In.)
I
Calculated individual pipe flow = 7.591(CFS)
Normal flow depth in pipe 12.23(In.)
Flow top width inside pipe = 16.80(In.)
Critical Depth = 12.81(In.)
I Pipe flow velocity = 5.93(Ft/s)
Travel time through pipe = 0.13 mm.
Time of concentration (TC) = 9.88 mm
+++++++++++++++++±++++++++++ -+++++++++++++++++++-±++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 304.000
I **** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.8.00(Ac.)
Runoff from this stream = 7.591(CFS)
Time of concentration = 8.88 min.
I Rainfall intensity = .4.366(In/Hr) V
Summary of stream data
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr) V V
I 1 13.082 12.71 3.464
2 7.591 8.88 ' 4.366
Qmax(l) =
1.000 * 1.000 * 13.082) +
0.793 * 1.000 1 * 7.591) + = 19.105
QmaVx(2) = V
I 1.000 * 0.699 *, 13.082),+
1.000-.*, 1.000- * 7.591) + = 16 731
Total of 2 main streams to confluence:
Flow rates before confluence point:
13.082 7.591
I Maximum flow rates at confluence using above data:
19.105 16.731
Area of streams before confluence:
4.380 1.800
Results of confluence:
I Total flow rate = 19.105(CFS)
Time of concentration = 12.710 mm.
Effective stream area after confluence = 6.180(Ac.)
Process from Point/Station 304.000 to Point/Station 305.000
I PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 279.87(Ft.)
I Downstream point/station elevation = 274.34(Ft.)
Pipe length = 200.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.105(CFS)
I Given pipe size = 24.00(In.) *
Calculated individual pipe flow 19.105(CFS)
Normal flow depth in pipe = 12.12(In.)
Flow top width inside pipe = 24.00(In.)
I Critical Depth = .18.86(In.)
Pipe flow velocity = 12.02(Ft/s)
Travel time through pipe = 0.28 mm.
I Time of concentration (TC) = 12.99 min.
End of computations, total study area = 6.18 (Ac.)
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I *
San Diego County RationaiHydrology Program
CivilCADD/CivilDESIGN Engineering Software, (c)'1990 Version 2.3
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/18/91
EL CANINO REAL/PALOMAR AIRPORT ROAD
100 AREA BASIN STUDY
FILENAME ELCAN1
L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 10/17/91 ----------------------------
******* ------------------------------- Hydrology -Study Control Information **********
Rational hydrology study storm event-year is 100.0
Map data precipitation entered: -
6 hour, precipitation(inches) = 2.750
24 hour precipitation(inches) = 4.600
Adjusted 6 hour precipitation (inches) = 2.750
P6/P24 = 59.8%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
************** I N P U T .D A TA L I S T.I N G ************
Element Capacity Space Remaining = 334
Element Points and Process used between Points
Number Upstream Downstream Process
1 100.000 101.000 Initial Area
2 101.000 102.000 Street Flow + Subarea
3 102.000 102 000 Confluence
4 130.000 . 131.000 Initial Area
5 131.000 .- 102.000 Street Flow + Subarea
6 102.000 -102.000 Confluence
7 .102.00,0 103.000 Pipeflow Time(user inp)
8 103.000 103.000 Confluence
9 * 110.000 111.000 - Initial Area
10 111.000 103.000 Street Flow + Subarea
11 103.000 103.000 Confluence
12 120.000 121 000 Initial Area
13 121.000 103.000 Street Flow + Subarea
14 103.000 103 000 Confluence
15 103.000 104.000. Pipeflow Time(user inp)
16 104.000 104.000 Main Stream Confluence
17 150.000 ''151.000 Initial Area
18 151.000 :152.000 Street Flow + Subarea -
19 152.000 152.000 Main Stream Confluence
20 . 140.000 . 141.000 Initial Area
21 141.000 142.000 Street Flow + Subarea
22 142.000 152.000 Pipeflow Time(user inp)
23 152.000 152.000 Main Stream Confluence
24 152.000. 153 000 Pipeflow Time(user inp)
25 153.000 153 000 Main Stream Confluence
26 160.000 161.000 Initial Area
27 161.000 . ,173.000 Street Flow + Subarea
fl
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11
I 28 173.000 173.000 Confluence
29 170.000 171.000 Initial Area
30 171.000 . 172.000 ' Street Flow + Subarea I 31 172.000 173.000 Pipeflow Time(user inp)
.32 173.000 173.000 . Confluence
of listing..... ......... . I End
I
S
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••
•
fl ,,':.
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-'-:'-.
.. -'-::.- - H'
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I
San Diego County Rational Hydrology Program
CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/18/91
------------------------------------------------------------------------
EL CINO REAL/PALOMAR AIRPORT ROAD
100 AREA BASIN STUDY
FILENAME: ELCAN1
L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 10/17/91 ------------------------------------------------------------------------
*********Hydrology Study Control Information **********
-----------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
I
Map data precipitation entered
6 hour, precipitation(inches) = 2.750
24 hour precipitation(inches) = 4.600
I
Adjusted 6 hour precipitation (inches) = 2 750
P6/P24
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I
Process from Point/Station 100.000 to Point/Station .101.000 **** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.690 given for subarea
I Initial subarea flow distance '-=' 300 00(Ft
Highest elevation = 318.30(Ft.)
Lowest elevation = 316 00(Ft )
I
Elevation difference = 2.30(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 13.97 mm.
TC = (1.8*(1.1_C)*distanceA.5)/(% slope "(I/3)]
I TC= [1.8*(1.1_0.6900)*(300OOA.5)/( 0.77'(l/3)J= 13.97
Rainfall intensity (I) = 3.735 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
I Subarea runoff = . 2.320(CFS)
Total initial stream area = 0 900(Ac )
I ++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101 000 to Point/Station 102.000
I
**** STREET FLOW TRAVEL TIME-4- SUBAREA FLOW ADDITION ****
Top of street segment elevation = 316 000(Ft
End of street segmentelevation = 311.350(Ft.)
I Length of street segment = 630.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
I.
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/ht) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
I
I Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
I
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
I Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4. 137 (CFS)
Depth of flow = 0.394 (Ft.)
I Average velocity = 2.351(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.873(Ft.)
I
Flow velocity = 2.35 (Ft/s)
Travel time = 4.47 mm. TC = 18.43 mm.
Adding area flow to street
User specified 'C' value of 0.760 given for subarea
I . Rainfall intensity = 3.123(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.760
Subarea runoff = 3.347(CFS) for 1.410(Ac.)
I
Total runoff = 5.666(CFS) Total area = 2.31(Ac.)
Street flow at end of street = 5.666(CFS)
Half street flow at end of street = 5.666(CFS)
Depth of flow = 0.430(Ft.)
I Average velocity = 2.512(Ft/s)
Flow width (from curb towards crown)= 14.675(Ft.)
I Process from Point/Station 102.000 to Point/Station 102.000
I
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.310(Ac.)
I Runoff from this stream = . 5.666(CFS)
Time of concentration = 18.43 mm.
Rainfall intensity = 3.123(In/Hr)
+++++++++++++++++++:++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 131.000
I **** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.780 given for subarea
I
Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 314.60(Ft.)
Lowest elevation = 313.90(Ft.)
Elevation difference = 0.70(Ft.)
I Time of concentration calculated by the urban
areas overland-flow method (App X-C) = 11.56 mm.
TC = [l.8*(l.1C)*distanceA.5)/(% slope'(1/3))
I TC = [l.8*(l.l_0.7800)*(200.00A.5)/( 0.35"(1/3)]= 11.56
Rainfall intensity (I) = 4.220 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.780
I
Subarea runoff = 1.383(CFS)
Total initial stream area ,= 0.420(Ac.)
I +++++++++++++++++++++++++++++++-f-+++++++++++++++++++++++++++++++++++.++
Process from Point/Station 131.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
I
Stream
No.
1
2
Qmax(l)
Flow rate TC
(CFS) (mm)
5.666 18.43
3.722 14.16
Rainfall Intensity
(In/Hr).
3.123
3.702
1.000 *
0.844 *
Qmax(2) =
1.000 *
1.000 *
1.000 *
1.000 *"
0.768 *
1.900 *
5.666) +
3.722) += 8.806
5.666) +•
3.722) += 8.075
I
Top of street segment elevation = 313.900(Ft.)
I End of street segment elevation = 311.350(Ft.)
Length of street segment = 340.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
I Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
I Street flow is on [1] side(s) of the street
Distance from .curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
I .Gutter width = 1.500(Ft.)
. Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
I Manning's N from grade break to crown = . 0.0150 Estimated mean flow rate at midpoint-of street = 2.716(CFS)
Depth of flow = 0.351(Ft.)
I Average velocity = 2.178(Ft/s)
Streetf low hydraulics at midpoint of street travel:
Halfstreet flow width = 10.698(Ft.)
I Flow velocity = 2.18(Ft/s)
Travel time = 2.60 min. TC = 14.16 mm.
Adding area flow to street
User specified-'C' value of 0.780 given for subarea
I Rainfall intensity = 3.702(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA,C = 0.780
Subarea runoff = . 2.339(CFS) for 0.810(Ac.)
I Total runoff = 3.722(CFS) Total area = 1.23(Ac.)
Street flow at end of street = . 3.722(CFS)
Half street flow at end of street = 3.722(CFS)
Depth of flow = 0.382 (Ft.)
I Average velocity = 2.316(Ft/s)
Flow width (from curb towards.. crown)= 12.266 (Ft.)
I ++++++++++++++++++++++++++4+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
I
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
I
I .
I
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I
I
Stream flow area = 1.230(Ac.)
Runoff from this stream = 3.722(CFS)
Time of concentration = 14.16 min'.
Rainfall intensity = 3.702(In/Hr)
Summary of stream data:
I
Total of 2 streams to confluence:
I
Flow rates before confluence point:
5.666 3.722
Maximum flow rates at confluence using above data:
8.806 8.075
I Area of streams before confluence:
2.310 1.230 .
Results of confluence:
I Total flow rate = 8.806(CFS)
I Time of concentration = 18.432 mm.
Effective stream area after confluence = 3.540(Ac.)
I
Process from Point/Station - 102.000 to Point/Station 103.000
I **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 308 50(Ft )
I
Downstream point/station elevation = 307.53 (Ft.)
Pipe length = 104.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.806(CFS)
I
Given pipe size = 24.00(In.)
Calculated individual pipe flow 8.806(CFS).
Normal flow depth in pipe .10.61(In.)
Flow top width inside pipe =,. 23.84(In.)
I . Critical Depth 12.69(In.)
Pipe flow velocity = 6J58(Ft/s)
Travel time through pipe = 0.26 mm.
Time of concentration (TC) = : 18.70 mm.
+++++++++++++±++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS****,
I Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.540(Ac.)
Runoff from this stream = . 8.806(CFS)
Time of concentration = 18.70 mm.
I Rainfall intensity = 3 095(In/Hr)
I .+++++++++++++++++++++++++++++++4±+++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.00.0 .to Point/Station - 111.000 **** INITIAL AREA EVALUATION ** .
I User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance =' 300.00(Ft.)
Highest elevation = 318.30(Ft.)
I Lowest elevation = 316.55(Ft.)
Elevation difference = 1.75(Ft.)
Time of concentration calculated by the urban
I areas overland flow method (App X-C) .7.46 min.
TC = [1.8*(1.1_C)*distanceA.5)/(% slope"-(1/3)]
TC= [1.8*(1.1_0.9000)*(300.00A.5)/( 0.58A(1/3)]= 7.46
I
Rainfall intensity (I) =. 5.596 for a 100.0 year storm
Effective runoff coefficient-used for area (Q=KCIA) is C = 0.900
Subarea runoff = 2..166(CFS). -
Total initial stream area = 0.430(Ac.)
I
Process from Point/Station 111.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 316.550 (Ft.)
End of street segment elevation = 311.350(Ft.)
Length of street segment = 630.000 (Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(m.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 4.457(CFS)
Depth of flow = 0.396(Ft.)
Average velocity = 2.496(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.975(Ft.)
Flow velocity = 2.50(Ft/s)
Travel time = 4.21 min. TC = 11.67 mm.
Adding area flow to •street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 4.194(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 3.435(CFS) for 0.910 (Ac.)
Total runoff = 5.601(CFS) Total area = 1.34(Ac.)
Street flow at end of street = 5.601(CFS)
Half street flow at end of street = 5.601(CFS)
Depth of flow = 0.422 (Ft.)
Average velocity = 2.618(Ft/s)
Flow width (from curb towards crown)= 14.272(Ft.)
++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.340(Ac.)
Runoff from this stream = 5.601(CFS)
Time of concentration = 11.67 mm.
Rainfall intensity = 4.194(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 314.60(Ft.)
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LI
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H
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I
H
H
I
I
Lowest elevation 313.90 (Ft.)
Elevation difference = 0.70(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.22 mm.
TC = [1.8*(1.1_q)*distanceA.5)/(% slope '(l/3)]
TC= [1.8*(1.1-0.900'0)*(200.00'.5)/(0.35"(1/3)]= 7.22
Rainfall intensity (I) = 5.715 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 1.492(CFS)
Total initial stream area = 0.290 (Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREAFLOW ADDITION ****
I Top of street segment elevation = 313.900(Ft.)
End of street segment elevation = 311.350(Ft.)
Length of street segment = 340.000(Ft.).
I Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500 (Ft.)
Slope from gUtter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow
Average velocity= 2.183(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.761(Ft.)
Flow velocity = 2.18(Ft/s)
Travel time = 2.60 mm. TC = . 9.82 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 4.688(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational mnethod,Q=KCIA, C = 0.900 Subarea runoff = 2.067(CFS) for 0.490(Ac.)
Total runoff = 3.559(CFS) TotaL.area = 0.78(Ac..)
Street flow at end of street = 3.559(CFS)
Half street flow atend of street = 3.559(CFS)
Depth of flow = 0.377 (Ft.)
Average velocity = 2.295(Ft/s)
Flow width (from curb towards crown)----12.034(Ft.)
+++++++++++++++++++++++++++++++++++++++++++++++++++±++++±+++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000 *** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.780 (Ac.)
Runoff from this stream = 3.559(CFS)
Time of concentration = 9.82 mm.
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I
I
I
I
2.752 (CFS).
IF
Rainfall intensity = 4.688(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity 1
No. (CFS) (min) (In/Hr)
1 8.806 18.70; 3.095
2 5.601 11.67 , 4.194
3 3.559 9.82 4.688
Qmax(l) =
1.000 * 1.000* 8.806) +
0.738 * 1.000 * 5.601) +
0.660 * 1.000 * 3.559) ± = 15.288
Qxnax(2) =
1.000 * 0.624 * 8.806) +
.1.000 * 1.000 *. 5.601)+
0.895 * 1.000 * 3 559) + = 14.281
Qmax(3) =
1.000 * 0 525 * 8 806) +
1.000 * 0.841 * , 5.601) +
1.000 * 1.000 * 3.559) + = 12.897
Total of 3 streams to confluence
Flow rates before confluence point:
8.806 5.601 3.559
Maximum flow rates at-confluence using above data:
15.288 14.281 12.897
Area of streams before confluence: -
3.540 1.340 0.780
Results of confluence:
Total flow rate = 15 288(CFS)
Time of concentration = 18.696 min.. -
Effective stream area after, confluence = 5.660 (Ac.)
++++++++++++++++++++++++++++++++;+++ ++++++++++++++++++-+++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) ***
Upstream point/station elevation 307.20(Ft.)
Downstream-point/station elevation = 307.00(Ft.)
Pipe length = 15.00(Ft.). Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.288(CFS)
Given pipe size = 24.00(in..), V V
Calculated individual pipe flow = 15 288(CFS)
Normal flow depth inpipe =- 13.20(m.) , Flow top width inside pipe =' 23.88(In.) V
Critical Depth = 16.91(In.)
Pipe flow velocity = 8.64(Ft/s)
Travel time through pipe = 0.03, mm. V
Time of concentration (TC) = 18.72 nun
±+++++++++++++++++++±+++++++++4+++++++++++++++++4++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
t
I
H
I
I
I
I
H
I
I
I
I
I
I
I
I Stream flow area = 5.660(Ac.)
Runoff from this stream = 15.288(CFS)
I
Time of concentration = 18.72 mm.
Rainfall intensity = 3.092(In/Hr)
Summary of stream data
I Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 1 15.288, 18.72 3.092
Qmax(l) =
I
l 000 * 1.000 * 15.288) + = 15.288
Total of .1 main streams to confluence
Flow rates before confluence point: -
I 15.288 '
Maximum flow rates at confluence using above data:
15.288
I
Area of streams before confluence:
5.660 *
I Results of confluence:
Total flow rate= 15.288(CFS)
Time of concentration = 18.725 mm.
Effective stream area,after confluence = 5.660(Ac.)
Process from Point/Station 150.000 to Point/Station 151.000 **** INITIAL AREA EVALUATION ****
I User specified -*Cl value of 0.900 given for subarea
Initial subarea flow distance = 367.00(Ft.)
Highest elevation = 395 20(Ft )
I
Lowest elevation = 381.60(Ft.)'
Elevation difference = 13.60(Ft.)
Time of concentration calculated by the urban'
areas overland flow method (App X-C) = 4.46 mm.
I TC = [l.8*(l.1-C)*distance'.5)/(% slope "(1/3))
TC= [l.8*(1.l_0.9000)*(367.00A.5)/( 3.71"(l/3))= .4.46
Setting time of concentration to 5 minutes
I Rainfall intensity' (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for.ara (Q=KCIA) is C = 0.900
Subarea runoff
Total initial stream area = 0 530(Ac )
+++++++++++++++++++++++++++++++++++++++++++++++++++++*++++++++++++
I Process from Point/Station ' 151.000 to Point/Station 152.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
I Top of street segment elevation = 381.600(Ft.)
End of street segment elevation = 324.000(Ft.)
Length of street segment '= 1300.'OOO(Ft.)
Height of-curb-above gutter,.flowline = 6.0 (In.)'
I Width of h1f street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.) '
Slope from gutter to grade break (v/hz) =' 0.087
I
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1) side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's .N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.388 (Ft.)
Average velocity = 5.695(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.573(Ft.)
Flow velocity = 5.70(Ft/s)
Travel time = 3.80 mm. TC = 8.80 min.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = .5.030(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 8.511(CFS) for 1.880 (Ac.)
Total runoff = 11.967(CFS) Total area = 2.41(Ac.)
Street flow at end of street = I 11.967(CFS)
Half street flow at end of street— 11.967(CFS)
Depth of flow 0.413 (Ft.)
Average velocity = 5.963(Ft/s)
Flow width (from curb towards crown)= 13.800(Ft.)
Process from Point/Station 152.000 to Point/Station 152.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.410(Ac.).
Runoff from this stream = 11.967(CFS)
Time of concentration = 8.80 mm.
Rainfall intensity = 5.030(In/Hr)
Program is now starting with Main Stream No. 2
I Process from Point/Station 140.000 to Point/Station 141.000 '* INITIAL AREA EVALUATION '**** -
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 387.00(Ft.)
Highest elevation = 387.40(Ft.)
Lowest elevation = 375.10(Ft.)
Elevation difference = 12.30(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.82 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slope "(1/3)]
TC = [1.8*(1.1_0.9000)*(387.00A.5)/( 3.18'(l/3))= 4.82
Setting time of concentration to '5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 3.652(CFS)
Total initial stream area = 0.560(Ac.)
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r1 1
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9. 586 (CFS)
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I
I
+++++++++ ++++ ++ ++ ++ ++++++ + + ++++ + +++
Process from Point/Station 141.000 to Point/Station 142.000
**** STREET FLOW TRAVEL TIME +' SUBAREA FLOW ADDITION ****
I Top of street segment elevation = 375.100(Ft.)
End of street segment elevation = 324.000(Ft.)
Length of street segment = 1100.000(Ft.)
I Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1) side(s)of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.388(Ft.)
Average velocity = 5.827(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.554(Ft.)
Flow velocity = 5.83(Ft/s)
Travel time = 3.15 min. TC 8.15 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 5.289(In/Hr) for a, 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KcIA, 'C = 0.900 Subarea 'runoff = 8.948(CFS) for 1.880(Ac.)
Total runoff = 12.600(CFS) Total area 2.44 (Ac.)
Street flow at end of street.=. 12.600(CFS)
Half street flow at end of street = 12.600(CFS)
Depth of flow = 0.416(Ft.)
Average velocity = 6.141(Ft/s)
Flow width (from curb towards crown)= 13.961(Ft.)
Process from Point/Station 142.000 to Point/Station ' 152.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 316.05 (Ft.)
Downstream point/station elevation = 314.14(Ft.)
Pipe length, = 108.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.600(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 12.600(CFS)
Normal flow depth in pipe = 13.38 (In.)
Flow top width inside pipe =-,_15.72(In.)
Critical Depth = 16.05(In.)
Pipe flow velocity = ' 8.95(Ft/s)
Travel time through pipe = 0.20 mm.
Time of concentration (TC) = 8.35 min.
I
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1
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I
I
I
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I
I
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I
I
9. 781(CFS)
I ++++++++++++++++++++.+++++++++++++ ++++++++++++++++±++++++++++++++++
Process from Point/Station 152.000 to Point/Station 152.000
I
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
I Stream flow area = 2440(Ac.) . *
Runoff from this stream = 12.600(CFS) .
Time of concentration = 8.35 nun.,
Rainfall intensity = 5.206(In/Hr)
I Summary of stream data:
Stream Flow rate • TC . Rainfall Intensity
I No. (CFS) (mm). (In/Hr)
I i 11.967 8.,80 5.030
2 12.600 8.35 . 5.206 -'
Qmax(l) =
I
. 1.000 * 1.000 * 11.967) +.
0.966 * 1.000 * 12.600)
Qmax(2) = .•
1.000 * 0.948 * 11.967) +
I 1.000 * 1.000 * 12.600)'+ = 23.946
Total of 2 main streams to ôoñfluenOe:
I , Flow rates before confluence point:
11.967 12.600 .. .•
Maximum flow rates at confluence using above data:
I
24.141 23.946
Area of streams before confluence:
2.410. 2.440
I Results of confluence: . .. - .
Total flow rate = 24.141(CFS)
Time of concentration = 8.804 Thin
I Effective stream area after confluence = 4 850(Ac )
I Process from Point/Station 152.000 to Point/Station 153.000 1** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = l9 00(Ft ) Downstream point/station elevation = 314.00(Ft.)*
I
Pipe length = 100.00(Ft.), Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.141(CFS)
Given pipe size = 24.00(In.) . .
Calculated individual pipe flow. = 24.141(CFS)
I Normal flow depth in pipe .= 11.67(In.)
Flow top width inside pipe = 23 99(In ) Critical Depth = 20 87(In )
I
Pipe flow velocity = .15.91(Ft/s) -
Travel time through pipe = 0 10 Thin
Time of concentration (TC)= 8 91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station .' 153.000 to Point/Station 153.000
I
I **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 4.850(Ac.)
Runoff from this stream = 24.141(CFS)
I Time of concentration = 8.91 mm.
Rainfall intensity = 4.992(In/Hr)
Summary of stream data:
I Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
I 1 24.141 8.91 - 4.992
Qmax(l) =
1 1.000 * 1.000 * 24.141) + = 24 .141
Total of 1 main streams to confluence:
I
Flow rates before confluence point:
24.141
Maximum flow rates at confluence using above data:
24.141
I Area of streams before confluence:
4.850
I Results of confluence:
Total flow rate = 24.141(CFS) -
Time of concentration = 8.909 mm.
I Effective stream area after confluence = 4.850 (Ac.)
I +++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++
Process from Point/Station 160.000 to Point/Station 161.000 **** INITIAL AREA EVALUATION ****
I User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 250.00(Ft.)
Highest elevation ,= 323.90-(Ft.)
l Lowest elevation = 310.50(Ft.)
Elevation difference = 13.40(Ft.)
Time of concentration calculated by the urban
I
areas overland flow method (App X-C) = 3.25 mm.
TC = [1.8*(1.1_C)*djstanceA..5)/(% slope "(l/3)]
TC = [1.8*(1.1_0.9000)*(250ooA.5)/( 5.36'(1/3)]= 3.25
Setting time of concentration to 5 minutes
I Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.348(CFS)
Total initial stream area = 0.360(Ac.)
I Process from Point/Station 161.000 to Point/Station 173.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
I Top of street segment elevation = 310.500(Ft.)
End of street segment elevation = 285.200(Ft.)
Length of street segment 530.000(Ft.)
I
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's 'N from grade break to crown = 0.0150.
Estimated mean flow rate at midpoint of street =
Depth of flow. = 0.332 (Ft.)
Average velocity = 5.296(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Half street flow width = 9.780(Ft.)
Flow velocity = 5.30(Ft/s)
Travel time = 1.67 mm. TC = 6.67 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 6.018(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method1.•.Q=KCIA, C = 0.900 Subarea runoff = 5.416(CFS) for 1.000(Ac.) .
Total runoff = . 7.763(CFS). Total area = 1.36(Ac.)
I Street flow at end of street = 7.763(CFS)
Half street flow at end of street = 7.763(CFS)
.Depth of flow =. 0.363 (Ft.)
Average velocity = 5.627(Ft/s) .
Flow width (from curb towards crown)= 11.301(Ft.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 173.000 to Point/Station 173.000 **** CONFLUENCE OF MINOR STREAMS **
I Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.360(Ac.)
Runoff from this stream = 7.763(CFS) I Time of concentration = 6.67 mm.
Rainfall intensity = . 6.018(In/Hr)
I Process from Point/Station 170.000 to Point/Station 171.000
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**** INITIAL AREA EVALUATION
User specified 'C' value of 0.830 given for subarea
Initial subarea flow distance = 250.00(Ft.)
I Highest elevation = 323.90(Ft.)
Lowest elevation = 310.50(Ft.)
Elevation difference = 13.40(Ft.)
I Time of concentration calculated by the urban
areas overland flow method .(App X-C) = 4.39 min.
TC = [1.8*(1.1_C.)*distanceA..5)/(% slope (1/3)]
TC= [1.8*(1.1_0.8300)*(250.OoA.5)/( 5.36A(1/3)]= 4.39 I . Setting time of concentration to 5 minutes
Rainfall intensity (I) =7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.830
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5.608 (CFS)
I Subarea runoff = 2.646(CFS)
Total initial stream area = O.440(Ac.)
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Process from Point/Station 171.000 to Point/Station 172.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 310.500(Ft.)
End of street segment elevation = 287.200(Ft.)
Length of street segment = 475.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft,)
Gutter hike from flowline ,2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.052(CFS)
Depth of flow = 0.322(Ft.)
Average velocity = 5.258(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 9.264(Ft.)
Flow velocity = 5.26(Ft/s)
Travel time = 1.51 mm. TC = 6.51 min.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 6.114(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational inethod,Q=KCIA, C = 0.900
Subarea runoff = 4.402(CFS) for 0.800 (Ac.)
Total runoff = 7.048(CFS)- Total area = 1.24(Ac.)
Street flow at end of street = 7.048(CFS)
Half street.flow at end of street = 7.048(CFS)
Depth of flow = 0.352(Ft.) - Average velocity = 5.585(Ft/s)
Flow width (from curb towards crown)= 10.768(Ft,)
+++++++++++++++++++++++++++++++++++++h++++++±+++++++++++++++.++++++++++
Process from Point/Station 172.000 to Point/Station 173.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 283.10(Ft.)
Downstream point/station elevation = 278.55(Ft.)
Pipe length = 168.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.048(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 7.048(CFS)
Normal flow depth in pipe = 8.00(In.)
Flow top width inside pipe = 17.89(In.)
Critical Depth = 12.33(In.)
Pipe flow velocity = 9.28(Ft/s)
Travel time through pipe = 0.30 mm.
Time of concentration (TC) 6.81 mm.
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4, 4
Process from Point/Station 173.000 to Point/Station 173.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.240(Ac.)
Runoff from this stream = 7 048(CFS)
Time of concentration = 6.81 min.
Rainfall intensity = 5 938(In/Hr)
Summary of stream data
Stream Flow rate TC Rainfall Intensity .
No. (CFS) (mm) (In/Hr)
1 '7.763 6.67 , 6.018
2 7.048 6.81- .5.938
Qmax(1) =
1.000 * 1.000 * 7.763) +
1.000 * 0 980 * 7.048) + = 14.668 Qinax(2) =
'0.987 * 1.000 * 7 763) +
1.000 * .1 .000 * 7.048) + = 14.'709
Total of 2 streams to confluence:
Flow rates before confluence point:
7 .763 7.048
Maximum flow rates at.confluence using above data:
14.668 14 709
.Area of streams before confluence:,
1.360 1 240
Results of confluence
Total flow rate = 14.709(CFS)
Time of concentration = 6.807 mm. - -
Effective stream area after confluence 2.600(Ac.) End of computations, total study area = 13.11 (Ac.)
1'-
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San Diego County Rational Hydrology Program
CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3
Rational method hydrology - program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/18/91
-------------------------------------------------------------------
EL CANINO REAL/PALOMAR AIRPORT ROAD
200 AREA BASIN STUDY
FILENAME ELCAN2
L 200,4 JOB #10365 2/1/91, REV'D 7/17/91 & 10/11/91
Hydrology Study Control Information **********
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Rational hydrology study storm event year is 100 0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.750
24 hour precipitation(inches) = 4.600
Adjusted 6 hour precipitation (inches) = 2.750
P6/P24 = 59.8% .
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method .
********** IN P U T D A T A L I S 'T I N G ************
Element Capacity Space Remaining = 280
Element Points and Process used between Points
Number Upstream Downstream Process
1 . 200.000 201.000 Initial Area
2 201%.000 202.900 Street Flow + Subarea 3 • 202.000 202.000 Main Stream Confluence
4 210.000 211.000 Initial Area 5 211.000 .212.000 Street. Flow + Subarea 6 .212.000 . 213.000 Pipeflow Time(user inp) 7 . 213.000 . 202.000 Pipeflow Time(user inp) 8 202.000 202.000 Main Stream Confluence
9 .. 215.000 216.000 Initial Area
10 216.000 :. 217.000 Street Flow + Subarea 11 217.000 202.000 Pipeflow Time(user inp) 12 202.000 . 202.000 Main Stream Confluence
13 202.000 203.000 Pipeflow Time(user inp) 14 203.000 . 204.600 Improved Channel Time 15 235.000 204.000 Subarea Flow Addition
16 204.000 272.000 Pipeflow Time(user inp) 17 272.000 272.000 Main Stream Confluence 18 270.000 . 271.000 . Initial Area 19 271.000 272 000 Street Flow + Subarea 20 272.000 . 272.00 0 Main Stream Confluence 21 272.000 273 000 Pipeflow Time(user inp) 22 273.000 274.000- Pipeflow Time(user inp) 23 . 274.000 '2.74.000 - Main Stream Confluence 24 220.000 .. 221.000 Initial Area 25 221.000 222.000 Pipeflow Time(user inp) 26 222.000 '222.000 Confluence 27 230.000 222 000 Initial Area
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28 '' . 222.000 222.000 Confluence
29 222.000 223.000 - Pipeflow Time(user inp)
30 223.000 . 223.000 Confluence
31 290.000 291.000 Initial Area
32 . 291.000 292.000 . Street Flow + Subarea
33 292.000 223.000 Pipeflow Time(user inp)
34 223.000 223.000 Confluence
35 223.000 . 224.000 Pipeflow Time(user'inp)
36 -.
- .224.000 .225.000 Pipeflow Time(user inp)
37 '• 225.000 225.000 Main Stream Confluence
38 205.0.00 206.000 Initial Area
39 206.000.'- 207.000 - Street Flow + Subarea
.40 207.000 225.000 Pipeflow Time(user inp)
41 225.000 '' 225.000 Main Stream 'Confluence
42 225.000 ;226.000 - Pipeflow Time(user inp)
43 226.000 226.000 Main Stream Confluence
44 . 280.000 281.000 " Initial Area
45 281.000 . 282.000 Street Flow + Subarea
46 282.000 -.
-282.000- Confluence
47 - 285.000 . . 286.000 Initial Area
48 286.000 . '282.000 Street Flow + Subarea 49 282.000 282.000 Confluence
50 : .282.000 ', - 226.000 Pipeflow Time(user inp)
51 .. 226.000 226.000 Main Stream Confluence
52 226.000 . '.227.000 Pipeflow Time(user inp) 53 2.27.000 ' . .227.000 ' Main Stream Confluence
54 . 240.000 241.000 Initial Area
55 241.000 - '252.000 Pipeflow Time(user inp)
56 ' 252.000
. ' 250.000
. - 252.000 ' Main Stream Confluence
57 . 251.000 . Initial Area
58 . 251.000 252.000 Street Flow + Subarea 59 . 252.. 000 . . 252.000 Main Stream Confluence
60 252.000
,
263:000 . Pipeflow Time(user inp)
61 , . -263.000 :. 26.3.000 Main Stream Confluence, 62 260-000 261.000 Initial Area
63 261 000 262 000 Street Flow + Subarea
64 ' , 262.000 ' 263.000 .. Pipeflow Time(user inp) 65 263.000 263.000 ', ' Main Stream Confluence
66 263.000' .264.000 Pipeflow Time(user inp) 67 • 264.000 264.000 Main Stream Confluence
68 ' - 299.900 '299.000' Initial Area
69 299.000 ' 298.000 - ' Irregular Channel Time 70 ' 299.500 - -h,- 298.000 Subarea Flow Addition 71 298 000 297 000 Pipeflow Time(user inp) 72 ' . '297.009 297.000 -. Main Stream Confluence
73 265.000 266.000' Initial Area
74 ' 266.000 267.000 ' Street Flow + Subarea 75 267 000 297'000 Pipeflow Time(user inp) 76 ' 297.000 297.000 Main Stream Confluence 77 ' 255.000
' , '256.000 'Initial Area 78 256.000 - 257.000 , 'Street Flow + Subarea 79 , 257.000 ' 297.000 ' Pipeflow Time(user inp) 80 297.000 . 297.000 Main Stream Confluence 81 ' ' .- 297.000
- -296.000 ' Pipeflow Time(user inp) 82 , - 296.000 ' ?296.000 Main Stream Confluence 83 275.000 . 276.000 ' Initial Area 84 276.000 ' 296.000 ' Street Flow + Subarea 85 , 296.000 ' 296.000 ' Main Stream Confluence 86 " 296.000 295.000 ' Improved Channel Time 87 295.000 294 000 Improved Channel Time
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San Diego County Rational Hydrology Program
CivilCADD/Civi1DESIGN Engineering Software, (C) 1990 Version 2.3
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydiology manual
Rational Hydrology Study Date 10/16/91
EL CANINO REAL/PALOMAR AIRPORT ROAD
200 AREA BASIN STUDY
FILENAME ELCAN2
L 200,4 JOB #10365 2/1/91, REV'D 7/17/91 & 10/11/91
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100 .0 ,
Map data precipitation entered
6 hour, precipitation(inches) - 2.750
24 hour precipitation(inches) = 4.600
Adjusted 6 hour precipitation (inches) = 2.750
P6/P24 = 59.8%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 200 000 to Point/Station 201 000 **** INITIAL AREA EVALUATION '4***
User specified 'C' value of 0,.760 . given for subarea
Initial subarea flow distance = 300 00(Ft ) Highest elevation = 314 60(Ft
Lowest elevation '= 312 70(Ft
Elevation difference = 1 90(Ft )
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 12.34. mm.
TC = {l.8*(1.l_C)*djstance.5)/(% slope '(l/3)]
TC = [1.8*(1.l_0.76b0)*(300..00.5)/( 0.63'(1/3))= 12.34
Rainfall intensity (I) = 4.045 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.760 '' Subarea runoff = 2 060(CFS)
Total initial stream area = 0 670(Ac
Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 312.700 (Ft.)
End of street segment elevation = 286 200(Ft ) Length of street segment =: 1185.000(Ft.) .
Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53 000(Ft
Distance from crown to crossfall grade break. = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.060
Gutter width = 1.500(Ft.)
Gutter hike from flowline=, 2.000(In.)
Manning's N in gutter = 0.0150
Manning's'N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150 -
Estimated mean flow rate at midpoint of street = 4.673(CFS)
Depth of flow
Average velocity 3.758(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Half street flow width = 10.682(Ft.)
Flow velocity = 3.76(Ft/s)
Travel.time = 5.26 mm. TC = 17.60 mm.
Adding area flow to street -
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 3.218(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
Subarea runoff = 4.923(CFS) for 1.700(Ac.)
Total runoff =- 6.983(CFS) Total area = 2.37(Ac.)
'Street flow at end of street = 6.983(CFS)
Half street flow at end of street = 6.983(CFS)
Depth of flow = 0.391(Ft.)
Average velocity = 4.067(Ft/s)
Flow width (from curb towards crown)= 12.707(Ft.)
.......................................
Process from Point/Station 202.000 to. Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.370(Ac.) .
Runoff from this stream = 6.983(CFS)
Time of concentration = 17.60 min.
Rainfall intensity = 3.218(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 210.000 to Point/Station 211.000 '** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
Highest elevation = 314.60(Ft.)
Lowest elevation = 312.70(Ft;) -
Elevation difference = 1.90(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.26 mm. TC = [l.8*(l.l_C)*djstanceA..5)/(% slope"(.1/3)]
TC = [1.8*(1.1_0.9000)*(300'.00A.5)/( 0.63"(1/3)]= 7.26 Rainfall intensity (I) = 5.696 for a 100.0 year storm
Effective runoff coefficient-used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.204(CFS)
Total initial, stream area, = ,'- 0.430(Ac.)
+++++++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++++-f-++++
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I Process from Point/Station 211.000 to Point/Station 212.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 312.700(Ft.)
End of street segment elevation = 293.300(Ft.)
Length of street segment = 785.000(Ft.)
I Height of curb above gutterf1ow1ine = 6.0(In.)
Width of half street (curb tocrown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.,)
I Slope from gutter to grade break (v/hz). = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000 (Ft.)
I Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500 (Ft.)
Gutter hike from flowline = 2.000(In.)
I Manning's N in gutter = 0.0150
Manning's N from gutter to 'grade break ,= 0.0150
Manning's N from grade' break to crown = 0.0150
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Estimated mean flow rate at midpoint of street = 5.024(CFS)
Depth of flow = 0.352(Ft.)
Average velocity = 3.967(Ft/s)
Streetflow hydraulics at midpoint of street travel:
I Halfstreet flow width =, 10.788(Ft.)
Flow velocity = 3.97(Ft/s)
* Travel time = 3.30 min.. TC = 10.56 mm.
I Adding area flow to street User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 4.474(In/Hr) for a 100.0 year storm
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Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 4.429(CFS) for 1.100 (Ac.)
Total runoff = 6.633(CFS) Total area = 1.53 (Ac.)
Street flow at end of street= 6.633(CFS)
I Half street flow at end of street = 6.633(CFS)
Depth of flow = 0.380 (Ft.) *
Average velocity = 4.188(Ft/s)
Flow width (from curb towards crown)= 12 171(Ft )
...................................................................... I Process from Point/Station 212.000 to Point/Station 213.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation =, 290.87(Ft.)
Downstream point/station elevation = . 287.20(Ft.)
Pipe length = 152.80(Ft.) Manning's N 0.013
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No. of pipes = 1 Required pipe flow = , 6.633(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipèflàw = 6.633(CFS)
Normal flow depth in pipe = '. 8.00(In.)
I Flow top width inside pipe = ,17.89(In.)
Critical Depth = 11.97(In.) -
Pipe flow velocity = 8.74(Ft/s)
Travel time through pipe = 0.29. mm.
I Time of concentration (TC) = 10.85 mm. -
I Process from Point/Station 213.000 to Point/Station 202.000 PIPEFLOW TRAVEL TIME (User specified size)
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Upstream point/station elevation = 286.87(Ft.)
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Downstream point/station elevation = 279.06(Ft.)
Pipe length = 289.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.633(CFS)
Given pipe size = 18.00(In.)
I Calculated individual pipe flow = 6.633(CFS)
Normal flow depth in pipe = 7.74(In.)
Flow top width inside pipe = 17.82(In.)
I Critical Depth = 11.97(In.)
Pipe flow velocity = 9.13(Ft/s)
Travel time through pipe = 0.53 mm.
Time of concentration (TC) = 11.38 min.
-
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS ****11
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The following data inside Main Stream is listed:
In Main Stream number: 2 -
Stream flow area = 1.530(Ac.)
Runoff from this stream = 6.633(CFS)
I Time of concentration = 11.38 mm.
Rainfall intensity = 4.263(In/Hr)
Program is now starting with Main Stream No. 3
+++++++++++++++++++++++++-++++++f++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 216.000 I INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
I Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 293.30(Ft.)
Lowest elevation = 288.70(Ft.)
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Elevation difference = 4.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.86 mm. TC = (1.8*(1..1-C)*distance1 .5)/(% s1ope'(1/3)]
I TC= [1.8*(l.1-0.9000)*(200.00'.5)/( 2.30'(1/3)]= 3.86 Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
I Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.891(CFS)
Total initial stream area = 0 290(Ac )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 216.000 to Point/Station 217.000
I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION'****
Top of street segment elevation = 288.700(Ft.)
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End of street segment elevation = 284.800(Ft.)
Length of street segment 260.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
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Width of half street (curb to crown) = 53.000 (Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
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Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
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Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline =. 2.000(In.)
Manning's N in gutter = 0.0150
I .Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.130(CFS)
I Depth of flow = 0.332 (Ft.)
Average velocity = 2.966(Ft/s)
Streetflow hydraulics at midpoint of street travel:
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Half street flow width = '9.761(Ft.)
Flow velocity = 297(Ft/s)
Travel time = '1.46 mm. TC.= 6.46 mm.
Adding area flow to street
I .User specified 'C' 'value of 0.900 given for subarea
Rainfall intensity = 6.141(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
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Subarea runoff = 2.100(CFS) for 0.380 (Ac.) Total runoff = 3.991(CFS) Total area = 0.67(Ac.) Street flow at end of street = 3.991(CFS)
Half street flow at end of street = 3.991(CFS)
I Depth of flow = 0.354 (Ft.) . .
Average velocity =.. '3.102(Ft/s) '
Flow width (from curb towards crown)= 10.882(Ft.)
1..- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++±+++++++++-f-+++
Process from Point/Station 217.000 to Point/Station '202.000
I **** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 281.41(Ft.)
I Downstream point/station elevation = 279.06(Ft.)
Pipe length = '102.32 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow, = 3.991(CFS)
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Given pipe size = 18.00(In.)
Calculated individual pipe flow. 3.991(CFS) Normal flow depth in pipe = 6.14(In.)'
Flow top width inside pipe = 17.07(In.)
I Critical Depth = ' 9.18(In.)
Pipe flow velocity = 7.49(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 6.69 min.
I Process from Point/Station ' 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS ****
I The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = . 0.670(Ac.)
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Runoff from this stream = 3.991(CFS)
Time of concentration =. 6.69 mm.
Rainfall intensity = 6.006(In/Hr)
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Summary of stream data
Stream Flow rate TC Rainfall Intensity No. . (CFS)
- (min), (In/Hr)
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6.983
6.633
17.60
11.38
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3.218
4.263
3 3.991 6.69 6.006
Qmax(1) =
I 1.000 * 1.000 * 6.983),.+
0.755 * 1.000 * .. 6.633) +
0.536 * 1.000 * 3.991) + = 14.129
I Qniax(2) =
1.000 * 0.647. * 6.983) +
1.000 * 1.000 * 6.633) +
0.710 * 1.000 * 3.991) + = 13.982
I Qmax(3).=
1.000 * 0.380* 6.983) +
1.000 * 0.588 * 6.633) +
I 1.000 * 1.000 * 3.991) +=. 10.545
Total of 3 main streams to. confluence:
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Flow rates before
6.983
confluence
6.633
point:
3.991 Maximum flow rates at confluence.using above data:
14.129 13.982 10.545
Area of streams before confluence:
2.370. 1.530 0.670
Results of confluence:
Total flow rate = 14.129(CFS).
Time of concentration = 17.599 min.
Effective stream area after, confluence = 4.570 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000 PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 278.73 (Ft.)
Downstream point/station elevation = 278.50(Ft.)
Pipe length = 14.00 (Ft.) Manning's N = 0.013 No. of pipes =A Required pipe flow = 14.129(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 14.129(CFS)
Normal flow depth in pipe = 18.00(In.)
Flow top width inside pipe =' -0.00(1-n.) . Critical Depth = 16.61(In.) .. . , Pipe flow velocity 7.62(Ft/s)
Travel time through pipe = 6.03 mm.
Time of concentration (TC) = 17.63 min.
+++++++++++++++++++++++++±+++++++++++++ +++++++++++++++++++++++++++++++
Process from Point/Station 1 1 203.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 278.50(Ft.)
, Downstream point elevation = 266.90 (Ft.) , Channel length thru subarea , 875.00(Ft.)
Channel base width
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = .2.000
Manning's 'N' = 0.040
Maximum depth of channel = . 2.000(Ft.)
Flow(q) thru subarea = 14.129(CFS)
Depth of flow = 0.507(Ft.)
Average velocity = 2.531.(Ft/s)
Channel flow top width = 12.028 (Ft.)
Flow Velocity = 2.53(Ft/s)
Travel time = 5.76 min.
Time of concentration = 23.39 Thin.
Critical depth = 0 387(Ft )
Process from Point/Station 235.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C '= 0.000
Decimal fraction soil group .D = 1.000 [COMMERCIAL area type ' ] Time of concentration = 23.39 mm.
Rainfall intensity = 2.678(In/Hr) 'for a , '100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
= 0.850 Subarea runoff = 53.043(CFS) for 23.300(Ac.)
Total runoff = 67.172(CFS) Total area = 27.87(Ac.)
++++++++++++++++++++++++++++++++++++++++++++±+++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 272.000 PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 262.00(Ft.)
Downstream point/station elevation = 261.53 (Ft.)
Pipe length = 17.00(Ft.). Manning's N =0.013
No. of pipes = 1 Required pipe flow =' 67.172(CFS) Given pipe size = 36.00(In.) "
Calculated individual pipe flow-= 67.172(CFS)
Normal flow depth in pipe = 20.23 (In.)
Flow top width inside pipe = - 35.72(In.)
Critical Depth = 31.42(In.)
. Pipe flow velocity = . 16.44(Ft/s)
Travel time through pipe = 0.02 min., Time of concentration (TC) =. 23.41.min.
Process from Point/Station . 272.000 to Point/Station 272.000 **** CONFLUENCE OF' MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 27.870 (Ac.) Runoff from this stream = It 67.172(CFS)
Time of concentration = 23.41 min.
Rainfall intensity = ' 2.677(In/Hr) Program is now starting with Main Stream No 2
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++-++++++++++++
Process from Point/Station 270.000 to Point/Station 271.000
I INITIAL AREA EVALUATION ****
User specified"C' value of 0.900 given for subarea
Initial subarea flow distance = 340.00(Ft.)
I Highest elevation = 285.20(Ft.)
Lowest elevation = 279.80(Ft.)
Elevation difference = 5.40(Ft.)
I Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.69 mm.
TC = [1.8*(1.1-C)*distaflCe''.5)/(% slope '(l/3))
I
TC= [1.8*(1.1_0.9000)*(340.00".5)/( l.59"(1/3)]= 5.69 Rainfall intensity (I) = 6.666 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 4.080(CFS)
I Total initial stream area = 0.680(Ac.)
I Process from Point/Station 271.000 to Point/Station 272.000 **** STREET FLOW TRAVEL TIME ± SUBAREA FLOW ADDITION ****
I Top 'of street segment elevation = 279.800(Ft.)
End of street segment elevation = , 268.280(Ft.)
Length of street segment = 779.000(Ft.)
I Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
I
Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break' to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street
'Distance from curb to property line =' 10.000(Ft.)
I Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft.)
Gutter hike from flowline = 2.000(In.) ' Manning's N in gutter 0.0150
Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.680(CFS) I Depth of flow = 0.425 (Ft.) -
Average velocity = 3.522(Ft/s)
Streetflow hydraulics at midpoint of street travel:
I Halfstreet flow width = 14.415(Ft.) ' Flow velocity = 3.52(Ft/s) , Travel time = 3.69 mm. - TC.= 9.38 mm.
I
Adding area flow to street User specified 'C' value of.0.900 given for subarea Rainfall intensity = 4.830(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
I Subarea runoff = 5.217(CFS) for 1.200 (Ac.) Total runoff = 9.296(CFS) Total area = 1.88 (Ac.) Street flow at end of street 9.296(CFS)
I Half street flow at end of street = .9.296(CFS) Depth of flow = 0.448(Ft.) '
Average velocity = 3.670(Ft/s)
Flow width (from curb towards crown)= 15.589(Ft.)
I
Process from Point/Station 272.000 to Point/Station 272.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2 S
I
Stream flow area = 1.880(Ac.)
Runoff from this stream = 9.296(CFS)
Time of concentration = 9.38 mm.
Rainfall intensity = 4.830(In/Hr)
I Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) - (mm)" (In/Hr)
1 67.172 23.41 2.677
I 2 9.296 9.38 4.830
Qmax(l) =
1.000 * 1.000 *•• 67.172) +.
I 0.554 * 1.000 * 9.296) + = 72.324
Qmax(2)= S•g
1.000 * 0.401 *;. 67.172) +
I .. 1.000 * 1.000 * 9.296) + = 36.199
Total of ,2 main streams to confluence:
Flow rates before confluence point:
1 67.172 9.296
Maximum flow rates at confluence using above data:
72.324 36.199
I
Area of streams before confluence.-
27.870 1.880
I Results of confluence:
Total flow rate = 72.324(CFS)
Time of concentration = 23.409 mm.
1 Effective stream area after confluence = .29.750(Ac.)
5 -.
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 272.000 to Point/Station 273.000 **** PIPEFLOW TRAVEL TIME (User specified size) ***
I Upstream point/station elevation = 261.20(Ft.)
Downstream point/station elevation = .. 261.00(Ft.)
Pipe length = 5.25(Ft.) Manning's N = 0.013
I . No. of pipes = 1 Required pipe flow -= 72.324(6FS)
Given pipe size = - 36.00(In.)
Calculated individual pipe flow =- 72.324(CFS)
I
Normal flow depth in pipe = 19.17(In.)
Flow top width inside pipe= 35.92(1-n.)
Critical Depth = 32.26(In.)
Pipe flow velocity = 18.90(Ft/s)
I Travel time through pipe = 0.00 mm.
Time of concentration (TC) = 23 41 nun
I Process from Point/Station 1. 273.000 to Point/Station 274.000 **** PIPEFLOW TRAVEL TIME (User specified size)
I
Upstream point/station elevation = 260.67(Ft.)
I
Downstream point/station elevation = 259.00(Ft.)
Pipe length = 141.00(Ft.)' Manning's N= 0.013
No. of pipes =,1 Required -pipe flow = 72.324(CFS)
Given pipe size = 36.00(In.) -
I . Calculated individual pipe flow = 72.324(CFS)
Normal flow depth in pipe = 29.39(In.)
Flow top width inside pipe = 27 87(In )
Critical Depth = 32.26(In.) S
Pipe flow velocity = 11.71(Ft/s)
Travel time through pipe = 0.20 mm.
Time of concentration (TC) = 23.61 mm. '.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 274.000 to Point/Station 274.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number 1
Stream flow area = , 29.750 (Ac.)
Runoff from this stream = 72.324(CFS)
Time of concentration = 23.61 min.,
Rainfall intensity = 2 662(In/Hr)
Summary of stream data
Stream Flow rate' TC - ' Rainfall Intensity
No (CFS) (mm) (In/Hr)
1 72.3-24 23i,61 2.662
Qmax(1) =
1.900
* . l.000.* 72.324.) ± -= 72.324
Total of 1 main streams to confluence
Flow rates before confluence point
72.324
Maximum flow rates at confluence using above data: . 72.324
Area of streams before confluence
29.750
Results of confluence I
Total flow rate = 72.324(CFS)
' Time of concentration =' .. 23.615mm.
Effective stream area after confluence = 29 750(Ac )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 221.000 **** INITIAL AREA EVALUATION 4***
Decimal fraction soil group A = 0.000 ,
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000 . .
Decimal fraction soil group D = 1.000
[COMMERCIAL area type ] Initial subarea flow distance = 750.00(Ft.)
I
Highest elevation = 323.50(Ft.)
Lowestelevation = 308.00(Ft.)
I
Elevation difference = .15.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 9.68 mm.
I
TC = {1.8*(1.1-C)*distance'.5)/(% slope '(l/3)]
TC = [1.8*(1.1_0.8500)*(750.00".5)/( 2.07(1/3)]= 9.68
Rainfall intensity (I) = 4.733 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
I Subarea runoff = 26.956(CFS)
Total initial stream area = 6.700(Ac.)
I Process from Point/Station 221.000 to Point/Station 222.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 304.00(Ft.)
Downstream point/station elevation = 271.00(Ft.)
I Pipe length = 100.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 26.956(CFS)
Given pipe size = 18.00(In.)
I
Calculated individual pipe flow = 26.956(CFS)
Normal flow depth in pipe 8.43 (In.)
Flow top width inside pipe = 17.96(In.)
Critical depth could not be calculated.
I Pipe flow velocity = 33.18(Ft/s)
Travel time through pipe =, 0.05 nun. 4 Time of concentration (TC) = .9.73 mm.
Process from Point/Station : 222.000 to Point/Station 222.000 .**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
I Stream flow area = 6.700(Ac.)
Runoff from this stream = 26.956(CFS)
Time of concentration = 9.73 min.
Rainfall intensity = 4 717(In/Hr)
+++++++++++++++++.++4+++++++++++++++++++++++++++++++++++1L+++++++++++
I Process from Point/Station 230.000 to Point/Station 222.000 ** INITIAL AREA EVALUATION **** .• .
I
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
I
Decimal fraction soil group D = 1.000
(COMMERCIAL area type ] Initial subarea flow distance = 1230.00(Ft.)
Highest elevation = 318.00(Ft.)
I Lowest elevation = 273.90(Ft.)
Elevation difference = 44.10(Ft.)
Time of concentration calculated by the urban
I
areas overland flow method (App X-C) = 10.31 mm.
TC = [1.8*(1.1_C)*distance'.5)/(% slope A(1/3)]
TC = [1.8*(1.1_0.8500)*(1230'.00A.5)/( 3.59"(1/3)J= 10.31
Rainfall intensity (I) = 4.543 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 32.435(CFS)
Total initial stream area =, 8.400 (Ac.)
I Process from Point/Station , 222.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS ****
U -Along Main Stream number: 1 in normal stream number 2
Stream flow area = 8.400(Ac.)
Runoff from this stream = 32.435(CFS)
I Time of concentration = 10.31 mm.
Rainfall intensity = 4 543(In/Hr)
Summary of stream data:
I Stream Flow rate TC . Rainfall Intensity
No. (CFS) (min) - . (In/Hr)
1 26.956 9.73 4.717
2 32.435 10.31'
U
Qmax(1) = :
1.000 * 1.000.* 26.956) 4-
- 1.000 * 0.943 *- 32.435)-+ = 57.547
Qxnax(2)
I .0.963 * 1. 000 .* 26.956) +
1.000 * 1 000 * 32.435) + = 58.392
I Total of 2 streams to confluence:
Flow rates before confluence point:
26.956 32.435 -
Maximum flow rates at confluence using above data:
U 57.547 58.392
Area of streams before confluence
6.700 8.400 ' Results of confluence:,
Total flow rate 58.392(CFS) .
Time of concentration = 10.311 mm.
Effective stream area after. confluence = 15.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I ' Process from Point/Station -. 222.000 to Point/Station 223.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
I
.Upstream point/station elevation = 270.67(Ft.)
Downstream point/station elevation = 269.50(Ft.)
Pipe length = 16.00(Ft.)' Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 58.392(CFS)-
I Given pipe size = 24.00(In.)
Calculated individual pipe flow = 58.392(CFS)
Normal flow depth in pipe =I 18.75(In.)
I . Flow top width inside pipe = 19.84(In.)
Critical depth could not be calculated. .
Pipe flow velocity = 22.17(Ft/s) :
I
Travel time through pipe = 0 01 min.
Time of concentration (TC) = 10 32 min.
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 223.000 to Point/Station 223.000
****
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1 - Stream flow area =. 15.100(Ac.)
Runoff from this stream = 58.392(CFS)
Time of concentration = 10.32 mm. -
Rainfall intensity. =. 4.539(In/Hr)
Process from Point/Station . 290.000 to Point/Station 291.000
INITIAL AREA EVALUATION
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance =-• 200.00(Ft.)
Highest elevation = 289.20(Ft.)
Lowest elevation =. 283.50(Ft.)
Elevation difference = 5.70(Ft.)
Time of concentration calculated by the urban
areas overland flow method '(App X-C) = 3.59 mm.
TC
= (1.8*(1.1-C)*distance'.5)/(% slope'(1/3)]
TC = [1.8*(1.1_0.9000)*(200.00A.5)/( 2.85"(1/3)]= 3.59
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 1.891(CFS)
Total initial stream area = 0.290(Ac.)
Process from Point/Station 291.000 to Point/Station .292.000 **** STREET FLOW TRAVEL TIME .+ SUBAREA FLOW ADDITION
Top of street segment elevation = 283.500(Ft.)
End of street segment elevation = 278.700(Ft.)
Length of street segment = 285.000(Ft.)
Height or curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
.Lope rrom gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = -2.000(In..)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0..329(Ft.)
- Average velocity =. 3.128(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.641(Ft.)
Flow velocity 3.13(Ft/s)
Travel time = 1.52 mm. TC = 6.52 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
I
I
I
I
I
I
fl
3.228 (CFS)
Rainfall intensity = 6.106(In/Hr) for a 100.0 year storm.
Runoff coefficient used for sub-area, Rational methodQ=KCIA, C = 0.,900
I Subarea runoff = 2.253(CFS) for 0.410 (Ac.)
Total runoff = 4 144(CFS) Total area = 0 70(Ac )
Street flow at end of street = 4.144(CFS).
I
. Half street flow at end of street .= 4.144(CFS)
Depth of flow = 0.352(Ft.)
Average velocity = 3.275(Ft/s)
Flow width (from curb towards crown)= '10.785(Ft.)
I
++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++
I
Process from Point/Station',-..292.000 to Point/Station 223.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation= 273.00(Ft.)
I Downstream point/station elevation = 271.23(Ft.)
Pipe length = 146.40(Ft.) Manning's N =-0.013
No. of pipes = 1 Required pipe flow =... 4.144(CFS)
I Given pipe size 18.60(In.)
Calculated individual pipe flow -'4.144 (CFS)
Normal flow depth in pipe = 7.45(In.)
I
Flow top width inside pipe.= 17.73(In.)'.
Critical Depth = . 9.35(In:) .
Pipe flow velocity = 6.00(Ft/s) :
Travel time through pipe = 0.41 nun.
I Time of concentration (TC) = 6.,93 nun
I Process from Point/Station 223.000 to Point/Station 223.000 **** CONFLUENCE OF MINOR STREAMS ****
I
Along Main Stream number: 1 in norinalstreanu number 2
Stream flow area 0.700 (Ac.)
Runoff from this stream = 4.144(CFS)
I Time of concentration = 6'.9'3 mm
Rainfall intensity = 5.872(In/Hr).
Summary of stream data:
I Stream Flow rate ITC Rainfall Intensity
No (CFS) (nun) (In/Hr)
1 58 392 10.32 4.539
2 4.144 6.93 5.872
I
Qmax(l) = .
1.000 * 1.00.0 *' .58.392) +
0.773 .. 1.000 * 4.144) + =
-. 61.596
Qmax(2) =
I 1.000*, 0.671 * 58.392) + .
1.000 * 1 000 * 4.144) + = 43.'316
I Total of 2 streams to confluence:
Flow rates before conf1uencepoint:
58.392 '4.144 .
I
Maximum flow rates at col-ifluence using above data:
61.596 43.316
Area of streams before confluence:
15.100 0.700 -
I
I,
I
I- -
1
I
I
I
I
Results of confluence: -
Total flow rate = 61.596-(CFS)
Time of concentration =10.324 min.
Effective stream area after confluence= 15.800(Ac.) -
Process from Point/Station 223.000 to Point/Station 224.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 269.73(Ft.)
Downstream point/station elvation = b 266.00(Ft.)
Pipe length = 265.05(Ft.) Manning's N = 0.013
No. of pipes = I Required pipe flow = 61.596(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 61.596(CFS)
Normal flow depth in pipe = 23.88(In.)
Flow top width inside pipe ,: 34.02(In.)
Critical Depth = 30.35(In.) fl .
Pipe flow velocity = 12.37(Ft/s)
Travel time through pipe=. 0.36 mm. r
Time of concentration (TC) = 10 68 mm
++++++++++++++++++++++++++++.+++++++++++±+++++++++ :4++++++++++++++++++
Process from Point/Station 224.000 to Point/Station' 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = ' 265.67(Ft.)
Downstream point/station elevation = 260.52(Ft.)
Pipe length = 173.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 61.596(CFS)
Given pipe size =. .36.00(In.) -
Calculated individual pipe flow = 61.596(CFS)
Normal flow depth in pipe .=.-18.75(In.)
Flow top width inside pipe' 35.97(m.)
Critical Depth = 30.35(In.)
Pipe flow velocity = 16..56(Ft/s)
Travel time through pipe = - O.17 min..
Time of concentration (TC)
=-
10.85 mm.
---
+++++++++++++++++++++++++++±++++++++++++++++++++++++++++++++++++++++++ S
Process from Point/Station - 225.000 to Point/Station 225.000 **** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number:
' : - - -
Stream flow area = 15.800(Ac.)-
Runoff from this stream = 61.596(CFS)
Time of concentration'--'' 10.85 mm.
Rainfall intensity = ' 4.395(In/Hr)
Program is now starting with Main Streams-No.' 2
-
-S
-
-
-.
+++++++++±+++++++++++++++++Sf++++++++44++++++++++++++++++++++++++++++++
Process from Point/Station c 205.000 to Point/Station 1 206.000 **** INITIAL AREA EVALUATION'****
User specified 'C'.value of0.900 given for subarea
-- .;• 5__
- - - ::-
I
I
I
I
I
I
Initial subarea flow distance = 200.00(Ft.) -
Highest elevation = 278.70(Ft.)
Lowest elevation = 275.10(Ft.)
Elevation difference = 3.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.19 Thin.
TC = [1.8*(1.1-C)*distance1,.5)/(% slope'.(1/3))
TC = [1.8*(1.1-0.9000)*(200.00".5)/( •1.80'(1/3)]= 4.19
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 2.022(CFS)
Total initial stream area = 0.310(Ac.)
+++++++++++++++++++++++++++++++++-H-++++±++++++++++++++++++++++++++++++
Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 275.100(Ft.)
End of street segment elevation = 269.400(Ft.)
Length of street segment = 375.000(Ft.)
Height of curb above gutter flowline = 6.0(In..)
Width of half street (curbt.o crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft..)
Slope from gutter to grade break (v/hz) = 0.087.
Slope from grade break to crown (v/hz) . = 0.020
Street flow is on [I] side(s) of the street
Distance from curb to property line •10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.782(CFS)
Depth of flow = 0.349 (Ft.)
Average velocity = 3.087(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.595(Ft.)
Flow velocity = 3.09(Ft/s).
Travel time = 2.02 mm. TC = 7.02 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = . 5.819(In/Hr). for-a . 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.828(CFS) for 0.540(Ac.)
Total runoff = 4.850(CFS) Total area = 0.85(Ac.)
Street flow at end of street = . 4.850(CFS)
Half street flow at end of street— 4.850(CFS)
Depth of flow = 0.373 (Ft.)
Average velocity = 3.239(Ft/s)
Flow width (from curb towards crown)= 11.810(Ft.)
Process from Point/Station 1 207.000 to Point/Station 225.000 PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =. 263.00(Ft.)
I
I
I
I
I
H
I
I
I
I
r
I
I
I
I
I
I
I
Downstream point/station elevation = 261.30(Ft.)
Pipe length = 12.00(Ft.) Manning's N = 0.013
I No. of pipes = 1 Required pipe flow = 4.850(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = - 4.850(CFS).
I
Normal flow depth in pipe = 4.26(In.)
Flow top width inside pipe - 15 30(In )
Critical Depth = 10.17 (In.)
Pipe flow velocity = 15 18(Ft/s) ' Travel time through pipe = 0.01 min.
Time of concentration (TC) = 7.04 nun
I Process from Point/Station 225.000 to Point/Station 225.000
I
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:.
In Main Stream number: 2
I Stream flow area = 0.850(Ac.) • .
Runoff from this stream = 4.850(CFS)
Time of concentration = 7.04 mm.
Rainfall intensity = 5.812(In/Hr)
I Summary of stream data:
Stream Flow rate TC Rainfall Intensity
I No (CFS) (nun) (In/Hr)
I l 61.596 10.85 4.395
2 4.850 7.04. 5.812
Qmax(1) =
1.000 * i.000.* 61.596) +
1 0.756 * 1.000 * 4.850),+,=- 65.263
Qmax(2) =
1.000 * 0.6,48 * , 61.596) +
I 1.000 * 1.000 * 4.850) + = 44.785
Total of 2 main streams to confluence:
I Flow rates before confluence point:
61.596 4.850
Maximum flow rates at confluence using above data
65.263 44.785
I Area of streams before confluence: -
15.800 . 0.850 . .
Results of confluence:-
Total flow rate. = 65.263(CFS)
Time of concentration = 1,0.855 mm. • , •
Effective stream area after confluence = 16.650 (Ac.)
I • Process from Point/Station - 225.000 to Point/Station 226.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation= 260.52(Ft.)
Downstream point/station elevation = 259.19(Ft.)
Pipe length =' 45.00(Ft.) Manning's N = 0.013
No. of pipes..= 1 Required pipe flow = 65.263(CFS)
Given pipe size = 36.00(In.)
I Calculated individual pipe flow ,= 65.263(CFS)
Normal flow depth in pipe = 19.45(In.)
Flow top width inside pipe '= 35.88 (In.),
- - Critical Depth = 31.08 (In.)
I Pipe flow velocity = 16.74(Ft/s)
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 10.90 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station . 226.000 to Point/Station 226.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1 .
Stream flow area = 16.650(Ac.)
Runoff from this stream = 65.263(CF9)
I Time of concentration = 10'* 90 min.
Rainfall intensity = 4.383(In/Hr)
Program is now starting with Main Stream No. 2
+++++++++++++ +++++++++++++++++++++ ++++++ +++++ ++ ++ +++ + + ++ +++ ++++ + +
Process from Point/Station 280.000 to Point/Station 281.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
I Initial subarea flow distance = 405.00(Ft.)
Highest elevation = 287.20(Ft.)
Lowest elevation = 279.80(Ft.) -
I
Elevation difference = 7.40(Ft.)
Time of concentration calculated by the urban
areas overland flow method' (App X-C) = 5.93 mm.
TC = [1.8*(1.1_C)*distance".5)/(% slope "(l/3)]
I TC= [1.8*(1.1-0.9000)*(405.00".5)/( l.83'(1/3)]= 5.93
Rainfall intensity (I) 6.493 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 5.260(CFS)
I Total initial stream area = 0900(Ac.).
I ,
Process from Point/Station 281.000 to Point/Station - 282.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 279.800(Ft.)
End of street segment elevation= 268.700 (Ft. )
I
Length of street segment = 864.000(Ft.)
Height of curb above gutter-f lowline = 6.0(In.)
Width of half street (curb to crown) = 53.000 (Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
I Slope, from gutter to grade break (v/hz) =' 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
I Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from f.low1ine. 2".000(In.) .' .,
I Manning's N in gutter = 0'0150
Manning's N from gutterto grade break = 0.0150
I Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.058(CFS)
Depth of flow = 0.454 (Ft.)
I
Average velocity = 3.455(Ft/s) S
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.873(Ft.)
Flow velocity 3.45(Ft/s)
I Travel time = 4.17 mm. TC= 10.09 nun.
Adding area flow to street -
User specified 'C' value-of .0.900 given for subarea
I Rainfall intensity = 4.605(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.900
Subarea runoff = 5.388(CFS) for 1.300(Ac.)
I
Total runoff = 10.648(CFS.) Total area = 2.20(Ac.)
Street flow at end of street = .?10.648(CFS)
Half street flow at end of 'street = 10.648(CFS)
Depth of flow =' 0.476(Ft.)1 .
I Average velocity= 3.580(Ft/s) .
Flow-width (from curb towards crown)= '16.946(Ft.) '
1 Process from Point/Station 282.000 to Point/Station 282.000
I
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in' normal" stream number 1
Stream flow area = 2.200(Ac.)
.'
5
I 'Runoff from this stream = '10.648(CFS)
Time of concentrati'on 10.09 mm.
Rainfall intensity = .. 4.605(In/Hr)
Process from Point/Station 285.000 to Point/Station . 286.000 INITIAL AREA EVALUATION ****
User specified -ICI value of 0.900 given 'for subarea .
I
Initial subarea flow distance = 300.00(Ft.)
Highest elevation = 286.50(Ft.)
Lowest elevation ' 280.10(Ft)
Elevation difference = 6.40(Ft.)
.
I Time of concentration calculated by the urban
areas overland flow method (App X-C) 4.84 mm. " TC = [1.8*(1.1_C)*djstanceA.5)/(% slope '(1/3)) . S
I TC = [1.8*(1.1_0.9000)*(300.Q0A.5)/( 2.'13"(1/3)]= 4.84
Setting time of concentration'to 5 minutes S
Rainfall intensity (I) =
' 7.246 for a .100.0 year storm
I
Effective runoff coefficient used for area' (Q=KCIA) is C = 0.900 Subarea runoff =' 2.804'(CFS)
Total initial stream area = '. S 0.430(Ac.) S S
5
Process from Point/Station 286.000 to'Point/Statiori 282.000 STREET FLOW TRAVEL TIME.+ SUBAREA FLOW ADDITION ****
Top of street segment elevation 280.100(Ft.)
End of street segment elevation =. 268.700(Ft.) - . S
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Length-of street segment = 761.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfallVgrade break l. = 51.500(Ft.)'
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) =. 0.020
Street flow is on [1] side(s) of the street -
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.) -
Gutter hike from flowline = 2.000(In.) V
Manning's N in gutter = 0.0150 - Manning's N from gutter to grade break = 0.0150.
Manning's N from grade break to crown = 0.0150 -
Estimated mean flow rate at midpoint of street = 6.391(CFS)
Depth of flow = 0.403(Ft.)V
Average velocity = 3.406(Ft/s) .
Streetfiow hydraulics at midpoint 'of street travel:
Halfstreet flow width = 13.319 (Ft.)
Flow velocity = 3.41(Ft/s)
Travel time = 3.72 mm. TC = 8.72 mm.
Adding area flow to street •. V
User specified 'C' value of 0.900 given for subarea V
Rainfall intensity = '5.060(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea rurioff= 5.009(CFS) for 1.100(Ac.)
V Total runoff = 7.813(CFS) Total area = 1.53 (Ac.)
Street flow at end of street = 7.813(CFS) V
Half street flow at end of street = 7.813(CFS) V V V Depth of flow = '0.426(Ft.) V V
Average velocity = 3.553(Ft/S)V
V V
V Flow width (from curb towards crôwn)= 14.479(Ft.) V
V Process from Point/Station - V
V 282;000 to Point/Station 282.000 **** CONFLUENCE OF MINOR STREAMS **** V
Along Main Stream number: 2 in normal stream number 2
Stream flow area = V 1.530(Ac.) V V Runoff from this stream =
V 7.813(CFS) V V V
Time of concentration 8.72 Thin.
'Rainfall intensity = V 5.060(In/Hr) V V
Summary of stream data: V V V
V
V
•V V
Stream Flow rat V TC V Rainfall Intensity V
No. (CFS) V (mm) V V V
-
(In/Hr)
V V VVV
V V V
V1 10.648 .10.09 V
V V 4.605 V V
2 V 7.813 8.72 -.
V 5.060
Qmax(1) = V V V V V
V 1.000 * V 1.000 * 10.648) + . V 0.910 * - 1.000 * 7.813) +V= V 17.759
Qmax(2) V 1.000 * . .0 .864V *• 10.648) +
VV V
V . 1.000 * 1.000 *: 7.813) = V 17.016 V
Total of 2 streams to confluence: - V
Flow rates before confluence point. -,
V
Stream Flow rate TC
No. (CFS) (min)
1 65.263 10.90:
2 17.759 10.17
Qmax(1) =
1.000 *
0.956 *
Qmax(2)
Rainfall Intensity
(In/Hr)
4.383
4.584
82.245
.1.000* 65.263) +
1.000 *- 17.759) + =
I 10 648 7.813
Maximum flow rates at confluence using above data
I 17.759 17.016
Area of streams before confluence:
2.200 1.530
I Results of confluence
Total flow rate = 17 759(CFS)
Time of concentration = 10.095 min.'-,
Effective stream area after confluence .= 3.730 (Ac.)
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 282.000 to Point/Station 226:000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 264.00(Ft.) 1 .Downstream point/station elevation = 260.69 (Ft.)
Pipe length = 65.60(Ft.) - Manning's N = 0.013
No. of pipes = 1 Required pipe flow 17.759(CFS)
I Given pipe size = 18.00(.In.) *
Calculated individual pipe flow = 17.759(CFS)
Normal flow depth in pipe 11.66(In.) ' Flow top width inside pipe = 17 20(In ) Critical depth could not be calculated. S
Pipe flow velocity = 14.66 (Ft/s)
Travel time through pipe = 0 07 nun
I Time of concentration (TC) = 10.17 min.
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+++++++++++++++++++++++ 4-++'++++++++++++++++++++++++++++++++++++++±++++.
Process from Point/Station . 226.000 to Point/Station 226.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2 -
Stream flow area = 3 730(Ac ) Runoff from this stream = 17.759(CFS)
Time of concentration = 10.17 mm. -
Rainfall intensity = 4.584(In/Hr) - Summary of stream data:
1.000 * 0.933 * - 65.263) +
1 000 * 1.000 * 17.759) + = 78.649
Total of 2 main streams to confluence:
Flow rates before confluence point:
65.263 17.759
Maximum flow rates at confluence using above data:
82.245 78.649
Area of streams before confluence:
I 16 650 3.730
I Results'of confluence:
Total flow rate = 82.245(CFS)
Time of concentration = 10.899 mm.
I Effective stream area after confluence = 20.380(Ac.)
I Process from Point/Station 1 226.000 to Point/Station 227.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = 258.86(Ft.)
Downstream point/station elevation = 258.41(Ft.)
Pipe length = 29.29(Ft.) Manning's N = 0.013
I No. of pipes = l. Required pipe flow = 82.245(CFS)
Given pipe size = 36.00 (In.)_
Calculated individual pipe flow = 82.245(CFS)
I Normal flow depth in pipe= 29.34(In.)
Flow top width inside pipe = 27.95(In.)
Critical Depth = 33.48(In.) V
I
Pipe flow velocity = 13.33(Ft/s) V
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 10.94 min.,
Process from Point/Station 227.000 to Point/Station 227.000
I
**** CONFLUENCE OF MAIN STREAMS **** V V
The following data inside Main Stream is listed:
In Main Stream number: 1
I Stream flow area = 20.380(Ac.) V
V
Runoff from this stream = 82.245(CFS)V V
Time of concentration = 10.94 mm. V V
I Rainfall intensity = 4.374(In/Hr)
Summary of stream data: V V
Stream Flow rate TC- V Rainfall Intensity V I No. (CFS) V (mm) V (In/Hr)
I l 82.245 10.94 4.374
Qmax(l) V
V V V
V V V •Vl 000 *' 1-000i*1 V 82.245) + = V 82.245
I Total of 1 main streams to confluence:
Flow rates before confluence point: V V 82.245
I Maximum flow rates at confluence using above data-.,V
82.245
Area of streams before confluence: V V
I 20.380
I
Results of confluence: V
Total flow rate = 82.245(CFS) V
Time of concentration = 10.936 mi V
Effective stream area after confluence = 20.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f+++++++++++++
Process from Point/Station 240.000 to Point/Station 241.000
*** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type ]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)A3)/(eievation change)]A.385 *60(rnin/hr) + 10 mm.
Initial subarea flow distance = 1025.00(Ft.)
Highest elevation = 322.00(Ft.)
Lowest elevation = 289.80(Ft.)
Elevation difference = 32.20(Ft.)
TC=[.(11.9*0.1941A3)/( 32.20)]".385= 6.16 + 10 mm. = 16.16 mm.
Rainfall intensity (I) = 3.400 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 7.803(CFS)
Total initial stream area = 5.100 (Ac.)
+++++++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 241.000 to Point/Station 252.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 285.40(Ft.)
Downstream point/station elevation = 285.00(Ft.)
Pipe length = 22.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.803(CFS)
Given pipe size = 24.00(In..)
Calculated individual pipe flow = 7.803(CFS)
Normal flow depth in pipe = 8.28(In.)
Flow top width inside pipe = 22.82(In.)
Critical Depth = 11.93(In.)
Pipe flow velocity = 8.12 (Ft/s)
Travel time through pipe = 0.05 mm.
Time of concentration (TC) 16.20 mm.
±+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 252.000. to Point/Station - 252.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.100(Ac.)
Runoff from this stream = 7.803(CFS)
Time of concentration = 16.20 mm.
Rainfall intensity = .3.394(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 250.000 to Point/Station 251.000 **** INITIAL AREA EVALUATION ****
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User specified 'C' value of 0.900 given-for subarea
Initial subarea flow distance = 375.00(Ft.)
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.Highest elevation = 317.00(Ft.)
Lowest elevation 306.80(Ft.)
Elevation difference = 10.20(Ft.)
I
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.99 mm.
TC = (1.8*(1.1-C)*distance".5)/(% slope "(l/3))
TC=[l.8*(1.l_0.9000)*(375.00'.5)/( 272'(l/3)]= 4.99
I Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 3.782(CFS) .
Total initial stream area = 0 580(Ac )
I Process from Point/Station 251.000 to Point/Station 252.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 306.800(Ft.)
End of street segment elevation = 289.200(Ft.)
Length of street segment = 785.000(Ft.)
Height of curb above gutter flowline = 6.0(m.).
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
I Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
I
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.,)
I Manning's N in gutter = 0.0150 : - - Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
I Estimated mean flow rate at midpoint of street = 7.499(CFS)
Depth of flow = ;0.398(Ft.) .
Average velocity = 4.131(Ft/s)
I
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.088(Ft.)
Flow velocity = 4.13(Ft/s)
Travel time = - 3.17 min. TC = 8.17 mm.
I Adding area-flow to street User specified 'C' value of 0.900 given for subarea
Rainfall intensity .= .. - 5.280(In/Hr) for.a 190.0 year storm
I .Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 5.417(CFS) for 1.140(Ac.)
Total runoff = 9.199(CFS) Total.area =• 1.72(Ac.)
Street flow at end of street= 9.199(CFS)
I . Half street flow at end of street = 9.199(CFS)
Depth of flow = 0.422 (Ft.)
Average velocity = 4.312(Ft/s) .
Flow width (from curb towards crown)= -14.252 (Ft.)
I
+++++++++++++++++++++++++±++++++++++++.H++++++++++++++++++++++++++++++
Process from Point/Station . 252.000 toPoint/Station 252.000 *** CONFLUENCE OF MAIN STREAMS ****
I
The following data inside Main Stream is listed:
In Main Stream number: 2
I Stream flow area = 1.720 (Ac.)
Runoff from this stream = 9.199(CFS)
Time of concentration = 8.17 mm. -
Rainfall intensity = 5 280(In/Hr)
Summary of stream data
Stream Flow rate TC Rainfall Intensity
No (CFS) (mm) (In/Hr)
— 1 7.803 16.20 3.394
2 9.199 • 8.17 5.280
Qmax(l) =
1.000 * 1.000 * 7,803) +
I 0.643 * 1.000,* 9.199) + 13.71-7
Qmax(2) =
1.000 * 0.504 * 7..803) •+
I 1.000 * 1.000 * 9.199).+ = 13.132
Total of 2 main streams to confluence:
Flow rates before confluence point:
I 7.803 9.199
Maximum flow rates at confluence using above data
13.717 13.132
I Area of streàms'before confluence: .
5.100 1720
I Results of confluence
Total flow rate = 13.717(CFS)
Time of concentration = 16.203 min.
I Effective stream area after confluence 6.820(Ac.)
I +++±++++++++++++++++++++++++4+++++++++++•+++++++++++++++'-++++++++++++++ Process from Point/Station 252.000 to-Point/Station 263.000 ** PIPEFLOW -TRAVEL TIME. (User specified size) ****
Upstream point/station elevation --= 284 77(Ft ) Downstream point/station elevation = 266.30(Ft.)
Pipe length = 146.00(Ft.). Manning's N =0.013
I No. of pipes = 1 Required pipe flow = 13.717(CFS)
Given pipe size = 24 00(In )
Calculated individual pipe flow = 13 717(CFS)
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Normal flow depth in pipe.= 6.70(In.)
Flow top width inside pipe •21.54(In.)
Critical Depth = 15 99(In ) Pipe flow velocity = 19 11(Ft/s)
I Travel time through pipe = 0.13 min.
Time of concentration (TC) = '16.33 min.
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 263.000 to.-Point/Station 263.000
I
*** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: I •
Stream flow area = 6.820(Ac.)
Runoff from this stream = 13.717(CFS)
Time of concentration = 16.33 Thin.
Rainfall intensity = 3.377(In/Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 260.000 to Point/Station 261.000
**** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 255.00(Ft.)
Highest elevation = 305.80(Ft..)
Lowest elevation = 305.00(Ft.)
Elevation difference = 0.80(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.46 Thin.
TC ,= [l.8*(l.l_C)*distanceA.5)/(% slope ''(l/3))
TC = [1.8*(1.1_0.9000)*(255.00s.5)/( 0.31A(1/3)]= 8.46
Rainfall intensity (I) = 5.161 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 1.719(CFS)
Total initial stream area = 0.370 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 261.000 to Point/Station 262.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 305.000(Ft.)
End of street segment elevation = 286.500(Ft.)
Length of street segment = 675.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz), = 0.020
Gutter width = 1.500 (Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.327 (Ft.)
Average velocity = 3.969(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = ' 9.508(Ft.)
Flow velocity = 3.97(Ft/s)
Travel time = 2.83 mm. TC = 11.29 mm.
Adding area flow to street
user specified 'C' value of 0.900 given for subarea
Rainfall intensity = 4.283(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational inethod,Q=KCIA, C = 0.900 Subarea runoff = 3.778(CFS) for 0.980(Ac.)
Total runoff = 5.497(CFs) Total area = 1.35 (Ac.)
Street flow at end of street = 5.497(CFS)
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3. 995(CFS)
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Half street flow at end of street =
Depth of flow = 0.356(Ft.).
Average velocity = 4.208(Ft/s)
Flow width (from curb towards crown)=
5 .497 (CFS)
10.971(Ft.)
+++++++++±++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 262.000 to Point/Station 263.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 282 50(Ft )
Downstream point/station elevation = 266 55(Ft )
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.497(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.497(CFS)
Normal flow depth in pipe = 3.39(In.)
Flow top width inside pipe 14.07(In.)
Critical Depth = 10.84(In.)
Pipe flow velocity
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 11.32 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 263.000 to Point/Station 263.000 **** CONFLUENCE OF MAIN STREAMS ****-
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.350(Ac.)
Runoff from this stream = 5.497(CFS)
Time of concentration = 11.32 min.
Rainfall intensity = 4.278(In/Hr)
Summary of stream data
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm)' (In/Hr)
1 13717 1633 3377
2 5.497 11.32 4.278
Qmax(1) =
1.006 * 1.000 * 13.717) +
0.789 * 1.000 * 5.497),+ = 18.056 Qmax(2) =
1.000 * 0.693 * 13.717) +
1.000 * 1.000 * 5.497) + = 15.004
Total of 2 main streams to confluence:
Flow rates before confluence point:
13.717 5.497
Maximum flow rates at confluence using above data:
18.056 15.004
Area of streams before confluence:
6.820 1.350 '
Results of confluence:
Total flow rate = 18.056(CFS)
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I Time of concentration = 16.331min.
Effective stream area after confluence = 8.170(Ac.)
Process from Point/Station 263.000 to Point/Station 264.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 266.30(Ft.)
I Downstream point/station elevation = 262.00(Ft.)
Pipe length = 34.00(Ft.) - Manning's. N = 0.013
No. of pipes= 1 Required pipe flow = 18.056(CFS)
I
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 18.056(CFS)
Normal flow depth in pipe =-' 7.73(In.)
Flow top width inside pipe 22.43(In.)
I Critical Depth = - 18.36(In.) . . . .
Pipe flow velocity= - 20.65(Ft/s)
Travel time through pipe
Time of concentration (TC) ' 16.36 mm.
I Process from Point/Station 264.000 to Point/Station 264.000 . ......................... **** CONFLUENCE OF MAIN STREAMS
I The following data inside Main Stream is listed:
In Main Stream number:1 . .
Stream flow area = 8.110 (At.)
I
Runoff from this stream = 18.056(CFS)
Time of concentration = 16.36 mi
Rainfall intensity = 3.373(In/Hr).-
Summary of stream data:
I Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm)- . (In/Hr)
I
1 18.056 16.36 3.373
Qmax(l) = .
I 1.000 * - l.00Ô * 18.056) + = 18.056
Total of 1 main streams to confluence:'
Flow rates before confluence.'point:
18.056 , - ,•. .
Maximum flow rates at confluence using above data:
I
18.056
Area of streams before confluence: .
8.170
Results of confluence:
Total flow rate = 18.056(CFS)
I ' Time of concentration = ' 16.358 mm.
' Effective stream area after.cónfluence 8.170 (Ac.)
I Process from Point/Station 299.900,t6 Point/Station 299.000 INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000 .
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000 -
Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type ]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = (11.9*length(Mi)-'3)/(elevationchange)]'.385 *60(min/hr) + 10 mm.
Initial subarea flow distance = 570.00(Ft.).
Highest elevation= 420.00(Ft.)
Lowest elevation = 395.00(Ft.)
Elevation difference =. 25.00(Ft.)
TC=[(11.9*0.1080"3)/( 25.00)]A.385= 3.45.+ 10 mm. = 13.45 mm.
Rainfall intensity,(I) = 3.828 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 4.737(CFS) .
Total initial stream area = . 2.750(Ac.)
+++++++++++++++++++++++++++++++++++++++++++t+++++++++++++++-++++++++++
Process from Point/Station 299.000 to Point/Station .. 298.000. **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.110(Ft.).
Average velocity= . 1.768(Ft/s)
*******..Irregular Channel Data -***********
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 . 0.00 ., 2.00
2 . 8.00 . . 0.00
3 .32.00 0.00
40.00 p2.00
Manning's 'N' friction factor = 0.040
Sub-Channel flow = 4.737(CFS)
flow top width = 24.877 (Ft.)
' velocity= 1.768(Ft/s)
area = 2.679(Sq.Ft)
Froude number = 0.950
Upstream point elevation = 395.-000(Ft.)
Downstream point elevation = 281.600(Ft.)
Flow length = 2560.000(Ft.)
Travel time = -24.13 mm
Time of concentration = 37.57 mm.
Depth of flow =- 0.110(Ft.)
Average velocity = 1.768(Ft/s)
Total irregular channel flow = 4.737(CFS)
Irregular channel normal depth above invert elev. =
Average velocity of channel(s) =1.768(Ft/s)
I Sub-Channel No. 1 critical depth . 0.105(Ft.)
critical flow top width = . 24.844(Ft.)
critical flow velocity= 1.839(Ft/s)
critical flow area = 2 576(Sq Ft)
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I 0.110 (Ft.)
++++±+++++±+++++++++++++++++++++++++++++++++++++++++++++±+++++++++++++
I ****
Process from Point/Station i
SUBAREA FLOW ADDITION ****
299.500 to Point/Station 298.000
Decimal fraction soil group A =0.000
Decimal fraction soil group = .B 0.000 I Decimal fraction soil group C= 0.000
Decimal fraction soil group D 1.000
[RURAL (greater than 1/2 acre) area type ]
Time of concentration 37.57 mm. - - I Rainfall intensity = 1.973(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, c= 0.450
I Total
Subarea runoff = 28.898(CFS)
runoff = 33.635(CFS)
for 32.550 (Ac.)
Total area 35.30(Ac.)
I Process from Point/Station 298.000 to Point/Station 297.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation= 282.00(Ft.)
Downstream point/station elevation
Pipe length = 99.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 33.635(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow 33.635(CF8)
Normal flow depth in pipe = 14.31(In.)
Flow top width inside pipe = 35.23(m.)
Critical Depth = 22.58(In.)
Pipe flow velocity = 12.85(Ft/s)
Travel time through pipe = 0.13 mm.
Time of concentration (TC) = 37.70 ,min.
Process from Point/Station 297.000 to Point/Station 297.000
**** CONFLUENCE. OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 35.300(Ac.)
Runoff from this stream =- 33.635(CFS)
Time of concentration= 37.70 mm.
Rainfall intensity'= 1.969(In/Hr)
Program is now starting with Main Stream No 2
I -
++++++++++++++++++++++++++++++++.4-+++++++++++++++++++++++++++++++++++++
Process from Point/Station 265.000 to Point/Station 266.000 **** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
Highest elevation = 307.00(Ft.)
Lowest elevation = 300.00(Ft.) -. -
Elevation difference = 7.O0(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.70 mm.
TC = [1.8*(1.1_C)*distance1,.5)/(% slope'-(1/3))
TC = [1 8*(1 1-0 9000)*(300 00" 5)/( 2.33-(1/3)]= 4.70
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P
I
Setting time of concentration to 5
Rainfall intensity (I) = 7.246
Effective runoff coefficient used
Subarea runoff = l.826(CFS)
Total initial stream area
minutes
for a 100.0 year
for area (Q=KCIA)
0.280 (Ac.)
storm
is C.= 0.900
Process from Point/Station 266.000 to Point/Station 267.000
**** STREET FLOW TRAVEL TIME' + SUBAREA FLOW ADDITION ****
Top of street' segment elevation = 300.000(Ft.)
End of street segment elevation = 291.000(Ft.)
Length of street segment = I 790.000 (Ft.)
Height of curb .above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 41.000(Ft.)
Distäncefrom crown to crossfall grade break = 39.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500 (Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.375(Ft.)
Average velocity = 2.814(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.898(Ft.)
Flow velocity = 2.81(Ft/s)
Travel time = 4.68 mm. ,. TC = ' 9.68 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
I Rainfall intensity = 4.732(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational methodQ=KCIA, C = 0.900
Subarea runoff = 3.194(CFS) for 0.750(Ac.)
I Total runoff = 5.020(CFS) Total area = 1.03(Ac.)
Street flow at end of street = 5.020(CFS)
Half street flow at end of street = 5.020(CFS)
Depth of flow = 0.392 (Ft.)
I Average velocity =' 2.907(Ft/s)
Flow width (from curb towards crown)=.. 12.745(Ft.)
Process from Point/Station 267.000 to Point/Station 297.000 *** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 288.60(Ft.)
Downstream point/station elevation' = 279.73(Ft.)
Pipe length = 380.00(Ft.) Manning's N = 0.013
No. of pipes = 2. Required pipe flow = 5.020(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.020(CFS) '
Normal flow depth in pipe = 6.91(In.)
Flow top width inside pipe = 17.51(In.)
Critical Depth = 10.34(In.)
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4.271(CFS)
Pipe flow velocity = 8.03(Ft/s)
Travel time through pipe =' 0.79 mm.
Time of concentration (TC) = 10.47 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.030(Ac.)
Runoff from this stream = 5.020(CFS)
Time of concentration = 10.47 mm.
Rainfall intensity = 4 .499(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station * 255.000 to Point/Station 256.000 *** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance =• 200.00(Ft.)
Highest elevation = 291.00(Ft.)
Lowest elevation = 287.80(Ft.)
Elevation difference 3.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.35 min.
TC = [l.8*(l.1_C)*djstance'.5)/(% slope '(l/3))
TC= [l.8*(l.1_0.9000)*(200.00A5)/( 1.60A(1/3)]= 4.35
Setting time of concentration to '5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.500(CFS)
Total initial stream area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 256.000 to Point/Station 257.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION 11*
Top of street segment elevation = 287.800(Ft.)
I End of street segment elevation = 283.900(Ft.) .
End
of street segment 300.000Ft.)
Height of curb above gutter flowline = 6.0(In.)
I Width of half street (curb to crown) = 71.000(Ft.)
Distance from crown to crossfall grade break = 69.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020 I Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property ,line (v/hz) =. 0.020
I Gutter width = 1.500(Ft..)
Gutter hike from flow-line = - 2.000(In.)
Manning's N in gutter = 0.0150
l Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.456(CFS) Depth of flow = 0.347 (Ft.)
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L7
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TC
(mm)
S. - -
37.70
10.47 - -
7.09 - -
Rainfall Intensity
(In/Hr)
1.969
4.499
5.782
Average velocity = 2.849(Ft/s)
Streetf low hydraulics at midpoint of street travel:
Halfstreet flow width = 10.539(Ft.)
Flow velocity = 2.85(Ft/s).
Travel time = 1.76 mm. TC = 6.76 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = •5.968(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C.= 0.900
Subarea runoff = 3.222(CFS) for 0.600 (Ac.)
Total runoff = 4.722(CFS) Total area = 0.83(Ac.)
Street flow at end of street = 4.722(CFS)
Half street flow at end of street = 4.722(CFS)
Depth of flow 0.378 (Ft.)
Average velocity = 3.026(Ft/s)
Flow width (from curb towards crown)= 12.074(Ft.)
Process from Point/Station 257.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 280.50(Ft.)
Downstream point/station elevation = 279.73 (Ft.)
Pipe length = 105.00(Ft.) Manning's N = 0.013
No. of pipes 1 Required pipe flow = 4.722(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.722(CFS)
Normal flow depth in pipe = 9.26(In.)
Flow top width inside pipe = 17.99(In.)
Critical Depth = 10.03(In.)
Pipe flow velocity = 5.15(Ft/s)
Travel time through pipe= 0.34 mm.
Time of concentration (TC).= 7.09 mm.
++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = .0.830(Ac.)
Runoff from thisstream = 4.722(CFS)
Time of concentration = 7 09 nan
Rainfall intensity'= 5.782(In/Hr)
Summary of stream data:
Stream Flow rate
No. (CFS)
1 33.635
2
5.020
3 4.722
Qmax(l) =
I
1. 000 *
0.438
*
- 0.340 *
Qmax(2)
1.000 * 33.635) +
1.000 * 5.020) +
1.000 * 4.722) + = 37.439
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LI
1.000 * 0.278 * 33.635) +
1.000 * 1.000 * 5.020) +
0.778 * 1.000* 4.722) + = 18.033
Qmax(3) =
1.000 * 0.188 * 33.635) +
1.000 * 0.678 * 5.020) +
1.000 * 1.000 * 4.722) + = 14.454
Total of 3 main streams to confluence:
Flow rates before confluence point:
33.635 5.020 4.722
Maximum flow rates at confluence using above data:
37.439 18.033 14.454
Area of streams before confluence:
35.300 0
Results of confluence:
Total flow rate = 37.439(CFS)
Time of concentration = 37.703 mm.
Effective stream area after confluence,'- 37.160(Ac.)
+++++++++++++++++++++++++++++++++++++++-F++++++++++++++++++++++++++++++
Process from Point/Station 297.000 to Point/Station 296.000 *** PIPEFLOW TRAVEL TIME (User specified size) ***
Upstream point/station elevation = 279.40(Ft.)
Downstream point/station elevation = 278.30(Ft.)
Pipe length = 46.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 37.439(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 37.439(CFS)
Normal flow depth in pipe 15.00(In.)
Flow top width inside pipe= 35.50(In.)
Critical Depth = 23.88(In.)
Pipe flow velocity
Travel time through pipe = 0.06 mm.
Time of concentration (TC) = 37.76 min.
Process from Point/Station 296.000 to Point/Station 296.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 37.160(Ac.) -
Runoff from this stream = 37.439(CFS)
Time of concentration = 37.76 mm.
Rainfall intensity = l.967(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++±++++±++++++++++++++++++++++++++++++++++
Process from Point/Station 275.000 to Point/Station 276.000 **** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance = 300.00(Ft.)
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I
7
I
I Highest elevation '= 307 00(Ft )
Lowest elevation = 300.00(Ft.)
I
Elevation difference = - 7.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.70 mm.
TC = [1.8*(1.1-C)*distanáe'.5)/(% slope'(1/3)J
I TC= [1.8*(1.1-0.90.00)*(300.00'.5)/( 2.33"(l/3))= 4.70
Setting time of concentration to 5 minutes -
Rainfall intensity (I) = 7.246 for a 100.0 year storm
I Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 2.804(CFS)
Total initial stream area = 0 430(Ac )
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 276.000 to Point/Station 296.000
I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 300 000(Ft )
I
End of street segment elevation = 283.700(Ft.)
Length of street segment = 1180.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 53.000(Ft.)
I .
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0 087
Slope from grade break to crown (v/hz) = 0.020
I Street flow is on [1] side(s)-of the street
Distance from curb to property line = 10 000(Ft ) Slope from curb to property line (v/hz) = 0.020
I
Gutter width = 1 500(Ft )
Gutter hike from flowline = 2 000(In ) Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
I Manning's N from grade break to crown = 0.0150 Estimated mean f low rate at midpoint of street = . 8.347(CFS)
Depth of flow = 0.439 (Ft.) .
I
Average velocity = 3 491(Ft/s)
Streetf low hydraulics at midpoint of street travel:
Half street flow width 15.127(Ft.)
I
Flow velocity = 3,49 (Ft/s)
Travel time = 5.63, min. TC = 10.63 min.
Adding area flow to street
User specified 'C' value of 0.900 given for.subarea
I Rainfall intensity = 4.454(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = . 6.814(CFS) for 1.700(Ac.)
I
Total runoff ,= 9 618(CFS) Total area = 2 13(Ac ) Street flow at end of street =. 9.618(CFS)
Half street flow at end of street 9. 618 (CFS)
Depth of flow = 0.457(Ft.) . . . ,. . - •.
I Average velocity = 3 601(Ft/s)
Flow width (from curb towards crown)= '16.027 (Ft )
I Process from Point/Station -,- 296.000 to Point/Station 296.000
I
.** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed: . .
In Main Stream number 2
I
Stream flow area = 2.130(Ac.)
Runoff from this stream '= 9.618(CFS)
Time of concentration = 10.63 min..
Rainfall intensity = 4.454(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) .- . (In/Hr)
1 37.439 37.76 , - 1.967
.2 9.618 10.63 : - 4.454
'Qmax(l) = -
1.000 * 1.000 * 37.439) +
0.442 * 1.000 * 9.618) + = 41.686
Qmax(2) = .
1.000 * 0.282 * 37.439)
1.000 * 1.000 * -: 9.618) + = 20.161
Total of 2 main streams to confluence:.
Flow rates before confluence point:
37.439 9.618
Maximum flow rates at confluence using .above data:
41.686 20.161
Area of streams before confluence:
37.160 2.130 .
Results of confluence: . .
Total flow rate = 41.686•(CFS)
Time of concentration = 37.760 mm.
Effective, stream area afterconfluenáe = , 39.290(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++..
Process from Point/Station- 296:000 to Point/Station 295.000 **** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation= 278.30(Ft.)
Downstream point elevation = 270.50 (Ft.)
Channel length thru subarea . 555.00(Ft.)
Channel base width = . 4.000(Ft.)
Slope or "Z' of leftchannel.bank = 1.500
Slope or '-'Z' of right channel bank= 1.500
Manning's 'N' =0.015 .
Maximum depth of channel =- 2.500(Ft.)
Flow(q) thru subarea = 41.686(CFS)
Depth of flow =. 0.884(Ft.) '
Average velocity— 8.857(Ft/s)
Channel flow top width .= -6.651(Ft.) .
Flow Velocity = 8.86(Ft/s) .
Travel time = 1.04 min'.- -
Time of concentration = 38.80 min.
Critical depth = - 1.266(Ft.) ,
Process from Point/Station- - 295.000 to Point/Station 294.000 **** IMPROVED CHANNEL TRAVEL TIME
I
San Diego County Rational Hydrology Program
I CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3
Rational
San Diego
method hydrology program based on
County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/18/91
-
I EL CAMINO REAL/PALOMAR AIRPORT ROAD .
300 AREA BASIN STUDY
FILENAME: .ELCAM3
I
L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 10/18/91
********* Hydrology Study Control Information*************.
---------------------------------------------------------
Rational hydrology study storm event year is 100.0
Map data precipitation entered: I 6 hour, precipitation(inches) = 2.750
24 hour precipitation(inches), = 4.600
1
Adjusted
P6/P24 =
6 hour precipitation (inches) ,=
59.8%
2.750
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
I
************** I N P U T D A T A L I .S T I N G.************
Element Capacity Space Remaining = 346
I Element Points and Process used between Points
Number Upstream Downstream Process
I i . 300.000. . 301.000 Initial Area
2 301,000 302.000 Pipeflow Time(user inp) 3 302.000 303.000 Pipeflow Time(user inp)
303.000 . 303.000 Main Stream Confluence I 5. V 310.000 311.000 Initial Area
6 . 311.000 312.000 Pipeflow Tixne(user inp)
I
.
8
312.000 313.000
313.000 313.000
Pipeflow Time(user inp)
Confluence
9 340.000 V 313.000 Initial Area
10 313.000 V 313.000 Confluence
I ll 313.000 30.3.000 Pipeflow Time(user inp) 12 303.000 . 303.000 Main Stream Confluence 13 . 303.000 304.000 . Pipeflow Time(user inp) 14 304.000 . 304.000 Main Stream Confluence I 15 330.000 331.000 Initial Area
16 331.000 332,000 Street Flow + Subarea 17 332.000 322.000 . . Pipeflow Time(user inp) V
I. 18 322.000 . 322.000 Confluence 19 320.000 ,32l.000 . Initial Area 20 . 321.000 322.000 Street Flow + Subarea 21 322.000 322.000 Confluence I 22 322.000 . V ; 304.000 Pipeflow Time(user inp) 23 304.000 304.000 Main Stream Confluence
I
24 304.000 V p305.000
End of listing..................
Pipeflow Time(user inp)
V
.
I
U
San Diego County Rational Hydrology Program
I CivilCADD/Civi1DESIGN Engineering Software, (c) 1990 Version 2.3
Rational method hydrology program based on
I San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/18/91
I EL CANINO REAL/PALOMAR AIRPORT ROAD
300 AREA BASIN STUDY
FILENAME: ELCAN3
I
L 200,4 JOB# 10365 2/1/91, REVFD7/17/91 & 10/18/91
------------------ ********* Hydrolbgy Study Control Information **********
- Rational hydrology study storm event year is 100.0
I
Map data precipitation entered: V V
6 hour, precipitation(inches) =2.750
24 hour precipitation(inches) = 4.600
I
Adjusted 6 hour precipitation (inches) = 2.750
V P6/P24'= 59.8% V
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++-f-+++++++++++++++
I
Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** V
User specified 'C' value of 0.900 given for subarea
I Initial subarea flow distance = 400.00(Ft.)
Highest elevation = 320.00(Ft.)
Lowest elevation = 305.50(Ft.) V
I
Elevation difference = 14.50(Ft.) V
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.69 mm.
TC = [1.8*(1.1_C)*distanceA..5)/(% slope '(1/3)]
I TC= [1.8*(1.l_0.9000)*(400.00A.5)/( 3.63'(l/3)]= 4.69
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
I Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 3.391(CFS) V
Total initial stream area = 0.520(Ac.)
Process from Point/Station • 301.000 to Point/Station 302.000
1 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 301.00(Ft.)
I Downstream point/station elevation = 300.33(Ft.) V
V Pipe length = 123.40(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.391(CFS)
I
Given pipe size = 18.00(In.).
Calculated individual-pipe flow 3.391(.CFS)
Normal flow depth in pipe =, 8.33(In.)
Flow top width inside pipe 17.95(In.)
I - V
Critical Depth = 8.42(In.)
Pipe flow velocity = 4.23(Ft/s)
Travel time through pipe = 0.49 mm.
Time of concentration (TC) = 5.49 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 300.00(Ft.)
Downstream point/station elevation = 294.50 (Ft.)
Pipe length = 253.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.391(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.391(CFS)
Normal flow depth in pipe = 5.72(In.)
Flow top width inside pipe = 16.77(In.)
Critical Depth = 8.42(In.)
Pipe flow velocity = 7.01(Ft/s)
Travel time through pipe = 0.60 mm.
Time of concentration (TC) = 6.09 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ***
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.520(Ac.)
Runoff from this stream = 3.391(CFS)
Time of concentration = 6.09 mm.
Rainfall intensity = 6.381(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 310.000 to Point/Station 311.000 **** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D= 1.000'
[COMMERCIAL area type ] Initial subarea flow distance = 775.00(Ft.)
Highest elevation = 32200(Ft.)
Lowest elevation = 314.00(Ft.)
Elevation difference = 8.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 12.40 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slope'(1/3)]
TC = [1.8*(1.1_0.8500)*(775.00A.5)/( 1.03"(l/3)J= 12.40
Rainfall intensity (I) = 4.034 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 12.687(C.FS)
Total initial stream area = 3.700(Ac.)
H
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~ I
11
++++++++++++++++++++±++++++++++++++++++++++++++++++++++++++++++++++.++
Process from Point/Station 311.000 to Point/Station 312.000
i
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 309.93 (Ft.)
I
Downstream point/station elevation = 305.90(Ft.)
Pipe length = 66.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.687(CFS)
Given pipe size = 24.00(In.)
I Calculated individual pipe flow = 12.687(CFS)
Normal flow depth in pipe = 7.78(In.)
Flow top width inside pipe = 22.46(In.)
I
Critical Depth = 15.36(In.)
Pipe flow velocity = 14.40(Ft/s)
Travel time through pipe = 0.08 mm..
Time of concentration (TC) = 12.47 mm.
I
I
Process from Point/Station 312.000 to Point/Station 311.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 305.56(Ft.)
I Downstream point/station elevation = 299.00(Ft.)
Pipe length '= 14.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.687(CFS)
I Given pipe size = 24.00(In.)
Calculated individual pipe flow = 12.687(CFS)
Normal flow depth in pipe = 4.65(In.)
I
Flow top width inside pipe = 18.97(In.)
Critical Depth = 15.36(In.)' -
Pipe flow velocity = 29.74(Ft/s)
Travel time through pipe = 0.01 mm.
I Time of concentration (TC) = 12.48 mm.
I ++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: 2 in normal stream number 1
Stream flow area = 3.700 (Ac.)
Runoff from this stream = 12.687(CFS)
I Time of concentration = 12.48 mm..
Rainfall intensity = 4.017(In/Hr) •. -
I ++++++++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++
Process from Point/Station. 340.000 to Point/Station 313.000
I
**** INITIAL AREA EVALUATION,***,*
-
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance = 405.00(Ft..)
I Highest elevation = 310.00(Ft.) -
Lowest elevation = 304.00(Ft.) -
Elevation difference = 6.00(Ft.)
I
Time of concentration calculated by the urban,
areas overland flow method (App X-C) = 19.07 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slope'-(1/3)]
TC= [1.8*(1.1_0.5000)*(405.00A.5)/( 1.48-(1/3)]= 19.07
I
Rainfall intensity (I) = 3.056 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff = 0.244(CFS)
Total initial stream area = 0.160 (Ac.)
Process from Point/Station 313.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area= 0160(Ac.)
Runoff from this stream = 0.244(CFS)
Time of concentration = 19.07 min.
Rainfall intensity = 3.056(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 . 12.687, 12.48 4.017
2 0.244. 19.07 3.056
Qmax(1) =.
1.000 * 1.000 * 12.687) +
.1.000 * 0.655* 0.244) + = 12.847
Qmax(2) = •
1.000 *. 12.687)..+
1.000 * 1.000 0.244) += 9.897
Total of 2. streams .to confluence:
Flow rates before confluence point:
12.687 0.244
Maximum flow rates .at confluence using above data:
12.847 9.897 ,
•- . Area of streams before, confluence:
3.700 0.160
Results of confluence: *
Total flow rate = 12.847(CFS)
Time of concentration = :12.480 mm.
Effective stream area afterconfluence = - 3.860(.Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station - 303.000 ** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 298.67(Ft.)
Downstream point/station, elevation = 294.50(Ft.)
Pipe length 8.0O(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow =: 12.847(CFS)
Given pipe size = ' 24.00(In..) •
Calculated individual pipe flow = 12.847(CFS)
Normal flow depth in pipe =';' 4.55(In.)
Flow top width inside pipe.= 18.82(In.)
Critical Depth = 15.47(In.)
Pipe flow velocity .= 30.98 (Ft/s) ,
Travel time through pipe =• 0.00 mm.
Time of concentration (TC)..=.- 12.48 mm.
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Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
Thefollowing data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.860(Ac.)
Runoff from this stream = 12.847(CFS)
Time of concentration = 12.48 mm.
Rainfall intensity = 4.016(In/Hr)
I
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I
Summary of stream data:
Stream Flow rate TC
No. (CFS) (mm)
1 3.391 6.09
2 12.847 12.48
Qmax(l) =
1.000 * 1.000 *
1.000 * 0.488 *
0.629 * 1.000 *
1.000 * P1.000 *
Rainfall Intensity
(In/Hr)
6.381
4.016
3.391) +.
12.847) + 9.656
3.391) +
12.847)'+ = 14.981
Total of 2 main streams to confluence:
Flow rates before confluence point:
3.391 12.847 -
Maximum flow rates at confluence using above data:
9.656 14.981
Area of streams before confluence:
0.520 3.860
Results of confluence:
Total flow rate = 14.981(CFS)
Time of concentration'= 12.484 min.
Effective stream area after confluence = 4.380(Ac.)
++++++++++++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station - 304.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 294.00(Ft.)
Downstream point/station elevation = 280.20(Ft.)
Pipe length = 202.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.981(CFS) Given pipe size = 24.00(In.)
Calculated individual pipe flow = 14.981(CFS)
Normal flow depth in pipe = - 8.24(In.)
Flow top width inside pipe = 22.79(In.)
Critical Depth = 16.74(In.)
Pipe flow velocity = -15.71(Ft/s) -
Travel time through pipe = --0.21 mm.
Time of concentration (TC) 12,70 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 304.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
.The following data inside Main Stream is listed:
In Main Stream number:-.1
I
Stream flow area '=* 4.380 (Ac.)
Runoff from this stream = .14.981(CFS)
Time of concentration = 12.70 min.
Rainfall intensity = V 3.972(In/Hr)
I Program is now starting with Main Stream No 2
I
Process from Point/Station 330.000 to Point/Station 331.000
INITIAL AREA EVALUATION****
I User specified 'C'.value of 0.900 given for subarea . Initial subarea flow distance = 295.00(Ft.)
- Highest elevation = 305.80(Ft.) •••.' . .
I
.Lowest elevation.= 303.9.0(Ft.) . . .:
Elevation difference = 1.90(Ft.)
Time of concentration calculated by the urban -
I
areas overland flow method (App X-C) = 7.16 mm.
TC =V[1.8*(1.1_C)*distanceV.5)/(% slope (1/3)] . .
TC = [1.8*(l..1_0.9000)*(295.00ts.5)/( 0.64 -(1/3))= 7.16
Rainfall intensity. (I) = 5.748 for a 100.0 year storm..
I .Effective runoff coëfficientused for area (Q=KCIA) is C = 0.900
Subarea runoff = . '2. 224,
Total initial stream area 0.430(Ac.)
++++++++++±+±+++±+++++±++++±++.++++++++++++++++++++++++++++++++
Process from Point/Station.- 331.000 to-Point/Station 332.000
**** STREET FLOW .TRAVEL TIME+ SUBAREA FLOW ADDITION ****
Top of street -segment elevation =
I . End of street•eginent elevation = V 289.300(Ft.
e
Length of street segment =-- 375.000(Ft.)
Height of curb above gutterf1owline = 6.0(In.)
I
Width of half street (curb to crown) = 53.000(Ft.) V
Distance from crown to crossfall grade break = 51.500(Ft.)
- Slope from gutter to grade break (V/hz) =V.' 0.087
Slope from grade break to crown (v/hz) = -. 0.020 . •
I V V Street flow is on [1] side(s) of the street
Distance from curb to property line .. 10.000(Ft.)
Slope from curb to property,-liñe (v/hz) = V 0.020 V
V
I
. Gutter width = 1.500(Ft.) .
V
Gutter hike from flowline=2.000(In.)
V Manning's N in.gutter= 0.0150V V V
V
• Manning's N from gutter to crade break = 0.0150 • V
I
Manning's N from grade break to crown .= 01.0150
Estimated mean flow rate at midpoint of street = -. 3.621(CFS) Depth of flow = . 0.304(Ft.yY :' .V
-
• V
I .
Average velocity =4.519(Ft/s)•
Streetf low hydraulics at midpoint of street travel: V
Halfstreet flow width = 8.360(Ft.) V
I
Flow velocity = .4.52(Ft/s). .
V • V
Travel time = . 1.38 mm.: VV TC = 8.54. mm.
Adding area flow to street V
User specified 'C' value of 0.900 given for subarea V,
I
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I,]
I
Rainfall intensity. = 5.129(In/Hr) for a 100.0 year storm
Runoff coefficient used for'sub-area, Rational method,Q=KCIA, C =
Subarea runoff = 2.493(CFS) for 0.540(Ac.)
Total runoff = 4.717(CFS) Total area = 0.97(Ac.)
Street flow at end of street = 4.717(CFS)
Half street flow at end of street = 4.717(CFS).
Depth of flow = 0 326(Ft )
Average velocity = 4 723(Ft/s)
Flow width (from curb towards crown)= 9 467(Ft )
Process from Point/Station 332.000 to Point/Station 322.000
*** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 281.19(Ft.)
Downstream point/station elevation = 280.75(Ft.)
Pipe length = - 55.00(Ft.) Manning's N, = 0.013
No. of pipes = 1 Required pipe flow 4.717(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.717(CFS)
Normal flow depth in pipe.= 9.02(In.) -
Flow top width inside pipe =, 18.00(In.)
Critical Depth = 10.01(In.) -
Pipe flow velocity = 5'32(Ft/s)
Travel time through pipe = 0.17 mm.
Time of concentration (TC) .,-= 72 mm
+++++++++++++++-++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000-to Point/Station 322.000. **** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.970(Ac.) -
Runoff from this stream = 4.717(CFS)
Time of concentration = 8.72 min.
Rainfall intensity = 5 063(In/Hr)
SI ++++++++++++'++++++++±+++±+±+++++++++++++++±+++++++++++++++++++++++++++
Process from Point/Station,:. .
''320.000 to Point/Station '321.000 **** INITIAL AREA EVALUATION ,****
User specified 'C' value of 0.900 given for subarea
Initial subarea flowdistance 200.00(Ft.) -
Highest elevation = 305.50(Ft.)
Lowest elevation = 303 90(Ft ) Elevation difference = F 1 60(Ft )
Time of concentration calculated by the urban
-areas overland flow method (App X-C) =. 5.48 min.
TC = [1.8*(1.1-C)*distance'.5)/(% slope-"(l/3))
TC = [l.8*(1.1.0.9000)*(200.00A.5)/( 0.80"(1/3)]= 5.48
Rainfall intensity (I) = - ' 6.826 for a 100.0 year storm
Effective runoff coefficient used fo - area (Q=KCIA) is C = 0.900
Subarea runoff = l.782(CFS)-
Total initial stream area = 0 290(Ac )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 321.000 to Point/Station 322.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 303.900(Ft.)
End of street segment elevation = 289.700(Ft.)
Length of street segment = 375.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) =. 53.000(Ft.)
Distance from crown to crossfall grade break = 51.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.087
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property, line = 10.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.440(CFS)
Depth of flow = 0.301(Ft.)
Average velocity =. 4.430(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = .8.210 (Ft.)
Flow velocity = 4.43(Ft/s) .
Travel time = 1.41 mm.' TC = 6.90 mm.
Adding area flow to street
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 5.889(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational niethod,Q=KCIA, C = Subarea runoff = 2.862(CFS) for 0.540(Ac.)
Total runoff = .4.644(CFS) Total area = 0'.83(Ac.)
Street flow at end of street = 4.644(CFS)
Half street flow at end of street = 4.644(CFS)
Depth of flow = 0.326(Ft.)
Average velocity = 4.656(Ft/s)
Flow width (from curb towards crown)= 9.459 (Ft.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station . 322.000 to Point/Station 322.000 **** CONFLUENCE OF MINOR STREAMS ****
I Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.830(Ac.)
Runoff from this stream = 4.644(CFS)
Time of concentration = 6.90 min. I Rainfall intensity = 5.889(In/Hr)
Summary of stream data: . *
I Stream Flow rate TC Rainfall Intensity
No. (CFS) (main)
,
(In/Hr)
I . 1 , 4.717 8.72 , 5.063
2 4.644 . 6.90 . ' 5.889
I Qmax(1) =
1.000 * ' 1.000* 4.717) 4-
0.860 * 1.000 * •4.644) + = 8.709
=
I
Qmnax(2)
I
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1
I
I
I
I
1.000 * 0.791 * 4 717) +
1.000 * 1.000 * 4.644) + = 8.376
I Total of 2 streams to confluence:
Flow rates before confluence point:
4.717 4.644
Maximum flow rates at confluence using above data:
8.709 8.376
Area of streams before confluence:
U 0.970 0.830
Results of confluence: -
Total flow rate = 8.709(CFS)
Time of concentration = 8.715 mm.
Effective stream area after confluence = 1.800(Ac.)
I Process from Point/Station 322.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
I Upstream point/station elevation = 280.57(Ft.)
Downstream point/station elevation= 280.20(Ft.)
I
Pipe length = 46.00 (Ft.) Manning's N.,= 0.013
No. of pipes = 1 Required pipe flow = 8.709(CFS)
Given pipe size = 18 00(In )
Calculated individual pipe flow 8.709(CFS):
I Normal flow depth in pipe = 13.66(In.)
Flow top width inside pipe = 15 39(In ) Critical Depth = 13 71(In )
I
Pipe flow velocity = 6 05(Ft/s)
Travel time through pipe = 0.13 mm.
Time of concentration (TC) : 8.84 mm.
Process from Point/Station 304.000 to Point/Station 304.000
I
**** CONFLUENCE OF MAIN STREAMS -:
The following data inside Main Stream is listed:
I
In Main Stream number 2
Stream flow area = 1.800(Ac)
Runoff from this stream = 8.709(CFS)
Time of concentration = -8.84 mm.
I Rainfall intensity = 5.016(In/Hr)
Summary of stream data:'-- -
I
Stream Flow rate TC Rainfall Intensity
No (CFS) (mm) (In/Hr)
- I l 14.981 12.70 3.972
2 8.709 8.84 5 016
Qmax(l) =
I l 000 * 1.000 7 14.981.) +
0.792 * 1. 000 8.709) + =' 21.877
Qinax(2) =
1.000 * 0.696 * 14.981) +.
I 1.0.00 * 1.000*, 8.709) -- = 19.141
Total of 2 main streams to confluence
I
Flow rates before confluence point:
14.981 8.709
Maximum flow rates at confluence using above data:
21.877 19.141
Area of streams before confluence:
4.380 1.800
Results of confluence:
Total flow rate = 21.877(CFS)
Time of concentration = 12.699 mm.
Effective stream area after confluence =. 6.180(Ac.)
Process from Point/Station 304.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 279.87(Ft.)
Downstream point/station elevation = 274.34(Ft.)
Pipe length = 200.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 21.877(CFS)
Given pipe size '= 24.00(In.)
Calculated individual pipe flow = 21.877(CFS)
Normal flow depth in pipe = 13 15(In ) Flow top width inside pipe = 23 89(In ) Critical Depth = 20.04(In.) -
Pipe flow velocity = 12.43(Ft/s)
Travel time through pipe = -0.27 mm.
Time of concentration (TC) = 12.97 mm. .-
End of computations, total study area = 6.18 (Ac.)
In
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P&DTechnoogics 11N . 3c7O CAM BY
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IAPPENDIX VII
Hydraulic Grade Line Calculations
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p CN F0515P CD.Vers 2.0 PAGE 1
WATER SURFACE PROFILE LISTING
- Fite: STU836.WSP Study Ôate: 10-17-91 Time: 13:48:33 -
EL CAN! NO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
1 200,4 FILE STUB36 WSP
-
-. DATE: 10-17-91 JOB NO. 10365 = .
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID. HO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1000.00 279.84 3.000 282.840 33.6 475 ;351 283.191 .00 1.883 - 3.00 .00 .00 0 - .0
00 02301 002518 00 1.190 00
1000.00 279.84 3 000 282.840 33.6 4.75 351 283.191 00 1.883 3 00 00 00 0 0
11.76 02301 002359 03 1.190 00
1011.76 280.11 2.721 282.832 33.6 4.99 386 283.218 00 1.883 3.00 00 00 0 0
1.35 02301 002232 0.00 1.190 00
1013.10 280.114 2.686 282.827 33 6 5.03 393 283.221 00 1.883 3.00 00 00 0 0
HYDRAULIC JUMP oo
1013.10 280.14 1.287 281.Q9 33.6 11.60 2.088 283.516 '00 -1.883 3.00 00 00 0 0
1.63 02301 017330 03 l..190 00
1014.74 280.18 1.287 281.466 33.6 11.59 2.087 283.553 00 1.883 3.00 00' 00 0 0
21.17 02301 016271 34 1.190 00
1035.91 280.67 1.334 282.000 33.6 11.05 1.897 283.898 .00 1.883 3.00 .00 .00 0 .0 :
14.06 02301 014299 20 1.190 00
1049.96 280.99 1.384 282:374 33.6 10.54 1.725 284.099 .00 1.883 3.00 .00 .00 0 .0-
10.04 .02301 .012576 .13 1.190 .00
1060.00 281.22 1.436 282.657 33.6 10.05 1.568 284.225 .00 1.883 3.00 .00 .00 0 .0 - - - - - - - - - - - - - - - - - - -
7.41 .02301 .011065 .08 1.190 .00
1067.41 281.319 1.490 '282.881 33.6 9.58 1.425 284.307 00 1.883 3 00 00 00 0 0
.5.47 '.02301 .009742 .05 1.190 .00
1072.88 281.52 1.547 283.064 33.6 9.14 1.296 284.360 00 1.883 3.00 00 00 0 0
4.01 '.02301 .008585 .03 1.190 . .00
• '
- • ,'•
- - - - -• - - - - - - - - -- - - - -
F0515P CD Vers 2.0 PAGE 2
WATER SURFACE PROFILE LISTING
Fite: STU836.WSP Study Date: 10-17-91 Time: 13:48:33
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS -
L 200,4 FILE: STUB36.WSP
DATE: 10-17-91 JOB NO. 10365 -
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR
ELEV OF FLOW ELEV HEAD • GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1076.89 281.61 • 1.607 283.216 33.6 8.71 1.178 284.394 .00 1.883 3.00. .00 .00 0 .0
2.86 02301 007572 02 1.190 00
1079.75 281.68 1.670 283.345 33.6 8.30 1.071 284.416 .00 1.883 3.00 .00 .00 0 .0
1.86 02301 006687 01 1.190 00
1081.61 281.72 1.737 283.455 33.6 7.92 974 284.429 00 1.883 3.00 00 00 0 0
1.08 02301 005911 01 1.190 00
1082.69 281.74 1.807' 283.550 33.6 7.55 885 284.435 00 1.883 3.00 00 00 0 0
31 02301 005229 0.00 1.190 00
1083.00 281.75 1.883 283.6M 33.6 719 804 284.437 00 1.883 3.00 s 00 00 0 0
WALL ENTRANCE 00
JUNCT STR 08250 000521 0.00 00
1087.00 282.08 2.722 284.802 33.6 3.09 148 284.950 00 1.299 6.00 4.00 00 0 0
- - - - - - - - - - - - - - - - - - -
F0515P CD Vers 2.0 PAGE 1.
- WATER SURFACE PROFILE LISTING
- FiLe: STUB18.WSP Study Date: 10-17-91 Time: 14:15:29
EL CAMINO REAL-PALOtIAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE: STUB36.WSP
DATE:10-17-91 JOB NO. 10365 -
STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1000.00 306.95 1.080 308.030 15.3 11.23 1.959 309.989 .00 1.412 1.50 .00 .00 0 .0
WALL EXIT 00
4.80 05286 026796 13 870 00
1006 80 307.20 1.127 308.331 15.3 10 73 1.789 310.120 00 1.412 11.50 00 00 0 0
3.74 05286 024093 09 870 00
1008.54 307.40 1.182 308.583 15.3z 10.24 1.627 310.210 00 1.412 1.50 00 00 0 .0,-
2.76 05286 021788 06 870 00
1011.30 30755 1.244 368.792 15 .3, 976 1.479 310.270 00 1.412 -,.,.,1.50, -'00 00 0 0
1.87 05286 019937 04 870 00
1013.17 307.65 1.317 308.963 15.3 9.30 1.344 310.308 00 1.412 1.50 00 00 0 A -
83 05286 018735 02 870 00
1014.00 307.69 1.412 309.102 15.3 8.87 1.221 310.323 00 1.412 1.50 00 00 0 0
WALL ENTRANCE 00
JUNCT STR .08250 .000057 0.00 * - .00
1018.00 308.02 2 941 310.961 8.8 75 009 310.970 00 532 6.00 4.00 00 0 0
WALL EXIT .00
100.00 .00980. .007018 .70 1.060 - .00 - - - - - - - - - - - - - - - - - -
a
F0515P CD Vers 2.0 AGE
PROFILE LISTING WATER SURFACE
Fite: 18HGL2.WSP Study Date: 10-17-91 Time: 16: 5:17 -
EL CAMINO REAL PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE: 18HGL2.WSP
DATE: 10-8-91 JOB NO. 10365
STATION INVERT DEPTH U.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH, DIA ID NO. PIER
L/ELEM SO SF AVE HF . NORM DEPTH ZR
1000.00 278.510 1.500 280.600 14.1 7.98 989 280.989 00 1.384 1.50 00 00 0 0
WALL EXIT 00
14.00 01643 018018 25 1.300 00
1014.00 278.73 1.523 280.253 14.1 7.98- 989 281.242 00 1.384 Ai50 00 00 0 0
WALL ENTRANCE 00
JUNCT STR 08250 000053 0.00 ' 00
1018.00 279 06 2.709 281.769 6.6 61 006 281.775 00 439 8.00 4.00 00 0 0
WALL EXIT
-
00
1018 00 279.06 2.710 281.770, 6 6 3 73 217 281.987 00 994 1.50 AD 00 0 0
53.29 02700 003905 21 640 00 '
1071.29 280.50 1.500 281.999 6.6 3.73 217 282.216 00 994 1.50 00 00 0 0
41 02700 003905 0.00 640 00
1071.70- 280.51 1.500 .282.010 6.6 3 73 217 282.227 00 994 1.50 00 00 0 0
HYDRAULIC JUMP 00
I
1071.70 280.51
-
640 281.150 6.6 9.18- 1.308 M2.458 00 994 1.50
-
00 00 0 0
6.78 .02700 .027509 .19 .640 .00
1078.48 280.69 .640 281.333 6.6 9.18 1.308 282.641 .00 .994 1.50 .00 .00 0 .0 - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - -
F0515P CD Vers 2.0 PAGE 2
WATER SURFACE PROFILE LISTING
Fite: 18HGL2 WSP Study Date 10-17-91 Time 16 5:17
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS -.
L 200,4 FILE 18HGL2 WSP
DATE: 10-8-91 JOB NO. 10365
STATION - INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF - NORM DEPTH ZR
1267.57 285.80 674 286.473 6.6 8.56 1.138 287.611 00 994 1.50 00 00 0 0
13.97 .02700 .021386 .30 .640 .00
1281.55 286.18 699 286.875 6.6 8.16 1.035 287.910 00 994 1.50 00 00 0 0
8.19 02700 018815 15 640 00
1289.74- 286.40 726 287.123 , 6.6 -7.78 941 288.064 00 994 1.50 00 00 0 0
5.60 02700 016561 09 640 00
1295 34 286.55 753 287 302 6.6 7.42 855 288.157 00 994 1.50 00 00 0 0
3.92 02700 - 014581 06 640 00
1299.27 286 65 782 287.437 6.6 7.08 777 288.214 00 994 1.50 00 00 0 0
r
2.80 02700 012857 04 640 00
1302.0 286.73 813 287.543 6.6 6.75 707 288.250 00 994 1.50 00 00 0 0
2.06 02700 011348 02 640 00
1304 13 286.79 845 287.631 6 6 6.43 642 288.273 00 994 1.50 00 00 0 0
1.44 02700 010024 01 640 00
1305.57 286.82 879 287.704 6.6 6.13 584 288.288 00 994 1.50 00 00 0 0
1.00 .02700 .008862 .01 - .640 .00
1306.57 286.85 .914 287.766 6.6 5.85 .531 288.297 .00 .994 1.50 .00 .00 0 .0 - - - - - - - - - - - - - - - - - - -
.54 .02700 .007846 0.00 .640 .00
1307.10 286.87 .952 287.818 6.6 5.58 .483 288.301 - .00 .994 1.50 .00 .00 0 .0
15 02700 006954 0.00 640 00
1307.25 286.87 .994 287.86/. 6.6 5.31 .438 288.302 .00 .994 1.50 .00 .00 0 0
WALL ENTRANCE .00
.4
- - - - - - - - - - - - - - - - - - -
F0515P CD Vers 2.0 - PAGE 3
WATER SURFACE PROFILE LISTING
File: 18HGL2 WSP Study Date 10-17-91 Time 16 5:17
• EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE 18HGL2 WSP
DATE: 10-8-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
JUNCT SIR 08250 000126 0.00 00
1311.25 287.20 1.312 288.512, 6.6 1.26 025 288.537 00 439 8.00 4.00 00 0 0
HYDRAULIC JUMP 00
87.25 02402 023507 2.05 660 00
1398.50 289.3 0 89 30 674 .'289.970. 6.6 8.56 1.138 291.108 00 994 1.50 00 00 0 0
29.81 02402 021386 64 660 00
1428.31 290.01 699 290.711 66 8.16 1.035 291.745 00 994 .1 .50 00 00 0 0
12.89 02402 018815 24 660 00 ..
1441 20 290.32 726 291.047 6.6 7.78 941 291 988 00 994 1.50 00 00 0 0
7.85 02402 016561 13 660 00
1449.04 290.51 753 291.263' 6.6 7.42 855 292.118 00 994 1.50 00 00 0 0
5.16 02402 • 014581 08 660 00
1454.20 290.63 782 291.416 6.6 7.08 777 292.193 00 994 1 50 00 00 0 0
3.55 02402 012857 05 660 00
1457.76 290.72 813 291.532 6.6 6.75 707 292.239 00 994 1 50 00 00 0 0
2.54 .02402 .011348 .03 .660 .00
1460.30 290.78 .845 291.625 6.6 6.43 .642 292.267 .00 .994 1.50 .00 .00 0 .0 - - - - - - - - - - - - - - - - - - -
1.74 .02402 .010024 .02 .660 V .00
1462.6 290.82 .879 291.70.1 6.6 6.13 .584 292.285 .00 .994 1.50 .00 .00 0 .0
1.19 .02402 .008862 .01 .660 .00
-.
17 .4.-
- - - - - - - - - - - - - - - - - - -
F0515P CD Vers 2.0 PAGE 4
WATER SURFACE PROFILE LISTING
Fite: 18HGL2.WSP Study Date: 10-17-91 Time: 16: 5:17
EL CAMIWO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE 18HGL2 WSP
DATE: 10-8-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q 'VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
hELEN SO SF AVE HF NORM DEPTH ZR
1463.24 290.85 .914 .291.765 6.6 5.85 .531 292.296 .00 .994 1.50 .00 .00 0 .0
63 02402 007846 0.00 660 00
1463.88 290.V' 952 291.818 6.6' 5.58 483 —292.301 00 994 1.50 00 00 0 0
17 02402 006954 0.00 660 00
1464.05 290.87 994 291.864 6.6 5.31. 438 292.302 00 994 1.50 00 00 0 0
WALL ENTRANCE 00
JUNCT STR 00000 000126 00 00
- - - - - - - - - - - - - - - - - - -
S. 3(±./
¶ S7 3Z27? F0515P CD Vers 2.0 1
-
- WATER SURFACE PROFILE LISTING
File: 18STUB.WSP Study Date: 10-18-91 Time: 17:39:19
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
1 200,4 FILE: 18STUB.WSP
DATE: 10-17-91 JOB NO. 10365 -
STATION INVERT DEPTH U.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZI NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EI. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO - . SF AVE HF NORM DEPTH ZR
1000.00 278.73 3.070 281.800 4.0 2.26 .080 281.880 .00 .765. 1.50 .00 .00 0 .0
WALL EXIT .00
1000.00 278.73- 3.071 281.801 4.0 2.26 080 281.881 00 765 1.50 00 ooz 0 0
63.49 02619 001434 09 500 00
1063.49 280.39 1.500 281.893 4.0 2.26 080 281.973 00 765 1.50 00 00 0 0
5.27 02619 001343 01 500 00
1068 76 280.53 1.360 281.891 4.0 2.37 088 281.979 00 765 1.50 00 00 0 0
2.86 02619 001312 0 00 - 500 00 4
.1
1071.63 280.61 1.280 281.886 4.0 2.49 096 281.982 00 765 1.50 00 00 0 0
2.32 02619 001421 0.00 500 00
1073.94 280.67 A.213 281.880 4.0 2.61,106 281.986 00 765 1.50 00 00 0 0
1.92 02619 001563 0.00 500 00
1075.87 280.12 1.155 281.872 4.0 2.74 116 281.989 00 765 1.50 00 00 0 0
.1 .69 02619 001735 0.00 500 00
1077 56 280.76 1;102 281.864 4.0 2.87 128 281.992 00 765 1.50 00 00 0 0
.82 .02619 .001938 0.00 . .500 .00
1078.37 280.78 1.054 281.837 4.0 3.01 .141 281.978 .00 .765 1.50 .00 .00 0 .0 - - - - - - - - - - - - - - - - -
HYDRAULIC JUMP .00
1078.37 280.78 .514 281.297 4.0 7.47 .866 282.163 .00 .765 1.50 .00 .00 0 .0
1.73 .02619 .021304r .04 .500 .00
1080.10 280.83 532 281.360 4.0 7.12 .788 282.148 .00 .765 1.50 .00 .00 0 .0
7.00 .02619 .018678 .13 .500 .00
S
p.
- - - - - - - - - - - - - - - - - - -
F0515P CD Vers 2.0 PAGE 2
WATER SURFACE PROFILE LISTING
File: 18STUB.WSP Study Date: 10-18-91 Time: 17:39:19
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE 18STUB WSP
DATE 10-17-91 JOB NO 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA, ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1087.10 281.01 .551 281.562 4.0 6.79 .716 282.278 .00 .765 1.50 .00 .00 0 .0
4.59 02619 016380 08 500 00
1091.69 281.13 571 281.703 4.0 6.47' 651 282.354 00 765 1.50 00 00 0 0
3.31 02619 014365 05 500 00
1095.01 281.22 591 281.810 4.0 6.17 592 282.401 00 765 1.50 00 00 0 0
2.34 02619 012604 03 500 00
1097.35 281.28 i613 281.893 4.0 5.89 538 282.431 00 765 1.50,00 00 0 0
1.78 02619 011066 02 500 00
1099.12 281.33 635 281.961 4.0 5.61 489 282.450 00 765 1 50 00 00 0 0
1 24 02619 009719 01 500 00
1100.37 281.36 659 282.018 4.0 5.35,445 282.462 00 765 1.50 00 00 0 0
93 02619 008542 01 500 00
1101.30 281.38 683 282.066 4.0 5.10 404 282.470 00 765 1.50 00 00 0 0
57 02619 007510 0 00 500 00
1101.87 281.40 709 282.107 4.0 4.86 367 282.475 00 765 1.50 00 00 0 0
38 02619 006605 0.00 500 00
1102.25 281.41 d35 282.143 4.0 4.64 .334 282.477 .00 .765 1.50 .00 .00 0 .0 - - - - - - - - - - - - - - - - - - -
.07 .02619. .005803 0.00 .500 .00
1102.32 281.41 765 282.175 4.0 4.41 .303 282.478 .00 .765
-
1.50 .00 .00 0 .0 - -
WALL ENTRANCE
.
-
.
- . ..00
JUNCT STR .00000 . .000133 .00' .00 *
4 4,
- - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - -
F0515P CD Vers 2.0 PAGE 1
WATER SURFACE PROFILE LISTING 0
Fite: 18HGL1.WSP Study Date: 10-17-91 Time: 9:54:23
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
1 200,4 FILE: 36HGL2.WSP
• DATE: 10-8-91 JOB NO. 10365
STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1000.00 294.00 2.000 296.000 15A 1.88 055 296.055 00 759 9.00 4.00 00 0 0
WALL ENTRANCE 00
JUNCT STR .08250 .000130 0.00 .00
1004.00 294.50 1.852 296.352 3.4 46 003 296.355 00 282 9.00 4.00 00 0 0
WALL EXIT 00
1004.00 294.50 1.852 296.352 3.4 1.92 057 296.409 00 703 1.50 00 00 0 0
17.04 02170 001036 02 480 00
1021.04 294.87 1 500 296.370 3.4 1.9 2 057 296.427 00 703 1.30 00 00 0 0
6.42 02170 000970 01 480 00
1027.47 295.01 1.360 296.369 3.4 2.02 063 296.433 00 703 1.50 00 00 0 0
3.55 02170 000948 0.00 480 00
1031.02 295.09 1.280 296.366 3.4 2.12 070 296.436 00 703 1.50 00 00 0 0
2.90 02170 001027 0.00 480 00
1033.92 295 15 1.213 296.362 3.4 2.22 077 296.439 00 703 1.50 00 00 0 0
2.45 02170 001130 0.00 480 00
1036.37 295.20 1.155 296.357 3.4 2.33 084 296.442 .00 .703 1.50 .00 .00 0 .0
218 .02170 .001253 0.00 .480 .00 - - - - - - - - - - - - - - - - -
1038.55 295.25 1.102 296.352 3.4 2.44 .093 296.444 .00 .703 - 1.50 .00 .00 0 .0
1.91 .02170 .001399 . 0.00 .480 .00
1040.46 295.29, 1.054 296.345 3.4 2.56 .102 296.447 .00. .703 1.50 .00 .00 0 .0
1.68 .02170 .001567 0.00 - .480 .00
-t 4
- F05 15P CD, Vers 2.0 PAGE 2
WATER SURFACEPROFILE LISTING
File: 18HGI1.WSP Study Date: 10-17-91 Time: 9:54:23
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE: 36HGL2.WSP
DATE: 10-8-91 JOB NO. 10365 -
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1042.14 295.33 1.010 296.338 3.4 2.69 .112 296.450 .00 .703 1.50 .00 .00 0 .0
48 02170 001763 0.00 480 00
1042.62 295.34 968 296.306. 3.4 2.82 123 296.429 00 703 1.50 00 00 0 0
HYDRAULIC JUMP 00
1042.62 295.34 480 295.818 L4 6.97 755 296 573 00 703 1.50 00 00 0 0
'153.27 02170 021305 3.27 480 00
1195 88 298.66 480 299.144 3.4 6.97 755 299.899 00 703 1.50 00 00 0 0
27.85 02170 020357 57 480 00
1223.74 299.27 491 299.759 3.4 6.75 707 300.466 00 703 1.50 00 00 0 0
13.27., 02170 018214 24 480 00
1237.01 299.56 509 300 065 3.4 6.43 643 300.708 00 703 1.5 0 00 00 0 0
7.05 02170 015968 Al 480 00
4-
1244.06 299.71 .527 300.236 3.4 6.13 .584 300.820 .00 ;.703 1.50 .00 .00 0 .0
4.43 02170 013997 06 480 00
1248.48 299.81 546 300.351 3.4 5.85 531 300.882 00 703 1.50 00 00 0 0
3.10 02170 012269 04 480 00
1251.59 299.87 .565 300.438 3.4 5.58 .483 300.920 .00 .703 1.50 .00 .00 0 .0 - - - - - - - -, - - - - - - - - - - -
2.18 .02170 .010754 .02 .480 .00
1253.77 299.9 2 585 300.505 3.4 .5 .32 439 300.944 00 703 1.50 00 00 0 0
1.46 .02170 .009438 .01 .480 .00
1255.23 299.95 .607 300.559 3.4 5.07 .399 300.958 .00 .703 1.50 .00 .00 0 .0
1.06 .02170 .008288 .01 .480 .00
I I
- - - - - - - - - - - - - - - - - - -
F0515P CD Vers 2 0 PAGE 3
WATER SURFACE PROFILE LISTING
File 18HGL1 WSP Study Date 10-17-91 Time 9:54:23
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200.4 FILE: 36HG12.WSP
DATE: 10-8-91 JOB NO. 10365
STATION INVERT DEPTH W.S. a VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
1/ELEM SO SF AVE HF NORM DEPTH ZR
1256.29 299.917 629 300.604 3.4 4.83 363 300.966 00 703 1.50 00 00 0 0
69 02170 007277 01 480 00
1256.99 299.99 652 300.642 3.4 .4 .61 330 300.971 00 703 1.50 00 00 0 0
39 02170 006392 0..00 480 00
1257.38 300.00. 676 300.674 3 4 4.39 300 306.974 00 703 1.150 00 00 0 0
08 02170 005608 0.00 480 00
1257.46 300.00 703 300.703 3.4 4.18 , 271 300.974 00 703 1.50 00 00 0 0
WALL ENTRANCE 00
I -
JUNCT STR 08250 000137 0.00 00
1261.46 300.33 771 301 101 3.4 1.10 019 301.120, 00 282 9.00 4.00 00 0 0
WALL EXIT 00
1261.46 300 33 772 301.102 3.14 3.71 214 301.316 00 703 1.50 00 00 0 0
5.48 00543 004057 02 700 00
1266.94 300.36 743 301.103 3.4 3.89 235 301.338 00 703 1.50 00 00 0 0
.4 .24 00543 004607 02 700 00
1271.19 300.38 716 301.099 3.4 4.08 259 301 357 00 703 150 00 00 0 0
.35 .00543 .005068 0.00 .700 .00 - - - - - - - - - - - - - - - - - -
1271.53 300.38 .703 301.088 3.4 4.18 .271 301.359 .00 .703 1.50 .00 .00 0 .0
HYDRAULIC JUMP .00
1271.53 300.38 .700 301.085 3.4 4.20 .275 301.359 .00 .703 1.50 .00 .00 0 .0
113.14 .00543 .005314 .60 .700 .00
-V -
10515P CD Vers 2.0 PAGE 4
WATER SURFACE PROFILE LISTING
File: 18HGL1.WSP Study Date: 10-17-91 Time: 9:54:23
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE: 36HGL2.WSP
DATE: 10-8-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
.1384.67 301.00 .700 301.699 3.4 4.20 .275 301.974 .00 .703 1.50 .00 .00 0 .0
15 00543 005275 0.00 700 - 00
1394.82 301.00 703 301.703 3.4 4.18 271 301 974 00 703 1 50 00 00 0 0
WALL ENTRANCE 00
JUNCT STR 08250 000137 0.00 00
1388.82 301.33 771 302.101 3.4 1.10 019 '302.120 00 282 9.00 4.00 00 0 0
a- -
4 - -
S
- - - - - - - - - - - - - - - - - - -
F0515P CD Vers 2.0 PAGE 1
WATER SURFACE PROFILE LISTING
FiLe: ELCHGL.WSP Study Date: 10-17-91 Time: 17:42:41
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE: ELCHGL.WSP
DATE: 10-17-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO - SF AVE HF NORM DEPTH ZR
1000.00 261.80 .564 262.364 18.1 24.88 9.613 271.977 .00 1.532 2.00 .00 .00 0 .0
WALL EXIT . 00
1000.00 261.86 .562 262.362 18.1 24.98 9.691 272.053 .00 1.532 2.00 .00 .00 0 .0
9.73' 26525 205622 2.00 530 00
1009.73 264.38 575 264.956 18.1 24.21 9.105 274.061 00 1.532 2.00 00 00 0 0
9.99 26525 184376 1.84 530 00
1019.72 267.03 595 267.625 18.1 23.09 8.2T7 275.902 00 1.532 2.00 00 00 0 0
7.04 26525 161419 1.14 530 00 '
1026 76 268.90 616 269.515 18.1 22.01- 7.525 277.1039 00 1.532 2 00 00 00 0 0
5.35 26525 141310 76 530 00
1032.11 270 32 637 270.955 18.1 20.99 6.840 277.795 00 1.532 2.00 00 00 0 0
4.23,26525 123751 52 530 00
1036.34 -271.44 660 272.100 18.1 '20.01 6.219 278.319 00 1.532 2.00 00 00 0 0
3.46 26525 108429 37 530 00
1039.80 272.36 683 273.041 18.1 19.08 5.653 278.694 .00 1.532 2.00 .00 .00 0 .0
2.88 .26525 .094983 .27 .530 .00
1042.68 273.12 .707 273.828 18.1 18.19 5.139 278.967 .00 1.532 2.00 .00 .00 0 .0 - - - - - - - - - - - - - - - - - - -
2.42 .26525 . .083275 .20 . * .530 .00
1045.10 273.76 . .733 274.497 . 18.1 17.35 4.672 279.169 .00 1.532 2.00 - .00 .00 0. .0
2.07 .26525 .073039 .15 .530 - .00
1047.18 274.31 .759 275.073 18.1 16.54 4.247 279.321 .00 1.532 2.00 .00 .00 0 * .0
1.78 .26525 .064043 .11 .530 .00
- - - - - - - - - - - - - - - - - - -
F0515P CDVers 2.0 PAGE 2
WATER SURFACE PROFILE LISTING
File: ELCHGL.WSP Study Date: 10-17-91 Time: 17:42:41
EL CAMINO REAL-PALlAR AIRPORT ROAD HGL PLOTS
1 200,4 FILE: ELCHGL.WSP
DATE: 10-17-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
1/ELEM SO SF AVE HF NORM DEPTH ZR
1048.96 274.79 .786 275.574 18.1 15.77 3.861 279.435 .00 1.532 2.00 .00 .00 0 .0
1.54 26525 056196 09 530 00
1050.50 275.20 .815 276.011 18.1 15.04 3.510 279.522 .00 1.532 2.00 .00 .00 0 .0
1.34 26525 049348 07 530 00
1051.84 275.55 845 276.397 18.1 14.34 3.191 279.588 00 1.532 2.00 00 00 0 0
1.17 .26525 .043342 .05 .530 .00
1053.01 275.86 876 276.737 18.1 1367 2.901 279.638 00 1.532 2.00 00 00 0 0
1.02 26525 038073 04 530 00
1054.03 276.13 908 277.040 18.1 13.03 2.637 279.677 00 1.532 2.00 00 00 0 0
89 26525 033465 03 530 00
1054.92 276.37 942 277.309 18.1 12.43 2.398 279.707 00 1.532 2.00 00 00 0 0
77 26525 029445 02 530 00
1055.69 276.57 978 277.550 18.1 11.85 2.180 279.730 00 1.532 2.00 00 00 0 0
67 26525 025922 02 530 00
1056.36 276.75 1.015 277.766 18.1 11.30 1.981 279.747 .00 1.532 2.00 .00. .00 0 .0
.58 .26525 .022832 .01 .530 .00
1056.95 276.90 1.054 277.959 18.1 10.77 1.801 279.760 .00 1.532 2.00 .00 .00 0 .0 - - - - - - - - - - - - - - - - - .- -
.50 .26525 .020136 .01 . .530 .00
1057.44' 277.04 1.096 278.133 18.1 10.27 i.638 279.770, 00 1.532 2.00 00 00 0 0
43 26525 017776 01 530 00
1057.87 277.15 1.139 278.289 18.1 9.79 1.489 279.778 .00 1.532 2.00 .00 .00 0 .0
.36 .26525 . - - .015705 .01 .530 .00
-4
t 4'
4-
-4
-
F0515P CD Vers 2.0 PAGE 3
WATER SURFACE PROFILE LISTING -
- File: ELCHGL.WSP Study Date: 10-17-91 Time: 17:42:41
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE: ELCHGL.WSP
- DATE: 10-17-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1058.23 277.25 1.185 278.430 18.1. 9.34 1.353 279.784 .00 1.532 2.00 .00 .00 0 .0
.30 .26525 .013893 0.00 .530 .00
.1058.53 277.32 1.233 278.557 . 18.1 8.90 1.230 279.788 .00 1.532 2.00 .00 .00 0 .0 .
.24 .26525 -• .012306 0.00 .530 .00 - 0
1058.77 277.39 1.284 278.672 18.1 . 8.49 1.118 279.791 .00 -. 1.532 2.00 .00 .000 0 .0
.18 .26525. 0 .010922 0.00 - :530 . .00 .
1058.95 277.44 - 1.339 278.776 18.1 1 8.09 ,1.017 279.793 1 -- .00 .1.532
-. -
-,
. 2.00
-
.00 .00 0 .0
13 26525 009718 000 530 00
IT
1059.08 277-.4 7 1.398 278.870 18.1 7.12 924 279.794' 00 1 532 2.00 00 00 0 0
.08 .26525 0 .008670 000 - .530 .000
0
1059.16 277.49 1.461. 278.954 18.1 7.36 .840 279.795 .00 1.532 2.00 .00 .0O 0 .0
.03 .26525 .007760 0.00 - .530 .00
1059.19 277.50 1.532 279.032 - 18.1 7.01 .763 279:795 .00 .1.532 0 2.00 .00 .000 0 .0
WALL ENTRANCE 0
0• 0
- 0
, .00
JUNCT STR .08250 0 .000162 0.00 .
0
. .00
1063.19 277.83 2.379 280.209 13.7 1.44 .032 280.241 .00 .714 - 9.00 4.00 .00 0 .0 -
HYDRAULIC JUMP
0 :oo 0 - - - - - - - - - - - - - - - - - - -
1063.19 277.83 .684 278.514 13.7 14.42 3.228 281.743 .00 1.333 2.00 .00 .00 0 .0
46.09 05965 054770 2.52 680 00
1109.28 280.58 704 281.284 .13 .7 13.86 2.983 284.266 00 1.333 2.00 00 00 0 0
22.20 .05965 . .048563 1.08 .680 .00
I.
- - - - - - - - - - - - - - - -. - - -
F0515P CD Vers 2.0 PAGE 4
WATER SURFACE PROFILE LISTING -
File: EICHGL.WSP Study Date: 10-17-91 Time: 17:42:41
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
1 200,4 FILE: ELCHGL.WSP -
DATE 10-17-91 JOB NO 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL MGT/ BASE! ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1131.48 281.90 .729 282.633 13.7 13.21 2.711 285.344 .00
-
1.333 2.00 .00 .00 0 .0
12.91 05965 042574 55 680 00
1144 40 282.67 755 283.429 13.7 12.60 2.465 285.894 00 1.333 2.00 00 00 0 0
8.79 05965 037352 33 680 00
-1153.19 283.20 783 283.982, 13.7 12 01 2.241 'i86.222 00 1.333 2.00 00 00 0 0
6.54 05965 032781 21 680 00
1159.73 283.59 811 284.400 13.7 11.45 2.037 286.437 00 1.333 2.00 00 00 0 0
5.03 05965 028774 14 680 00
1164 75 283.89 841 284.729 13.7 10.92 1.852 286.58i 00 1 333 2 00 - 00 00 0 0
'4.00 05965 025275 10 680 00
1168.75 284.13 872 284.999.' 13.7 10.41 1.684 286.682 00 1.333 2.00 00 00 0 0
3.23 05965 022205 07 .6i0-
1171.98 284.32 904 285.224 13 7 9.93 1.531 , 286.754 00 1.333 2.00 00 00 0 0
2 62 05965 019519 05 680 - 00
1174.60 284.48 938 285.414 13.7 9.47 1.391 286.805 00 1.333 2.00 00 00 0 0
2 15 05965 017168 04 680 00
1176.76 284.60 .973 285.577 13.7 9.03 1.265 286.842 .00 1.333 2.00 .00 .00 0 .0 - - - - - - - - - - - - - - - - - -
1.75 .05965 015109 .03 .680 .00
1178.51 284.171 1.010 285.719 13.7 8.61 1.150 286.869 00 1.333 2.00 00 00 0 0
1.41 05965 013309 02 680 00
1179.92 284.79 1.049 285.842 13.7 8.21 1.04$ 286.888 .00 1.333 2.00 .00 .00 0 .0
1.13 .05965 .011734 .01 .680 - .00
- - - - - - - - - - - - - -. - - - - -
F0515P CD Vers 2.0 PAGE 5
WATER SURFACE PROFILE LISTING
Fite: ELCHGL.WSP Study Date: 10-17-91 Time: 17:42:41
EL CAMINO REAL PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE EICHGL WSP
DATE 10-17-91 JOB NO 10365
STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1181.05 284.86 1.090 285 950 13.7 7.82 950 286.901 00 1.333 2.00 00 00 0 0
88 05965 010355 01 680 00
1181.93 284.91 1.133' 286.046 13.7 7.46 864 286.910 00 1.333 ' 2.00 00 00 0 0
66 05965 009146 01 680 00
1182 59 284.95 1.178 286.131 13.7 7.11 785 286.916 00 1.333 200 00 00 0 0
45 05965 008089 0.00 1.680 00
1183.05 284.98 1.226 286.206 13.7 6.78 714 286.920 00 1.333 2.00 00 00 0 0
27 05965 007165 1.0.00" 680 00
1183.31 285.00 1.2T7 286.272 13.7 6.47 649 286.922 00 1.333 2.00 00 00 0 0
08 05965 006354 0.00 680 00
1183.39 285.00 1.333 286.333 13.7 6.16 589 286.922 00 1.333 2.00 00 00 0 0
WALL ENTRANCE 00
JUWCT SIR 08250 000125 0.00 00
1187.39 285.50 1.936 287.436 78 1.01 , 016 287.452 00 491 9.00 4 00 00 0 0
WALL EXIT 00
24.00 .01250 .005514 .13 .890 .00
1211.39 285.80 1.768 287.568 7.8 4.41 .303 287.871 .00 1.082 - 1.50 .00 .00 0 .0 - - - - - - - - - . - - - - - - - - - -
5.\. cC) c6776 M,?a
- F0515P CD Vers 2.0 PAGE 1
WATER SURFACE PROFILE LISTING
File: 36HGL1.WSP Study Date: 10-16-91 Time: 15:37:50
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE 36HGL1 WSP
DATE: 10-8-91 JOB NO. 10365
STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
hELEN SO - SF AVE.- HF NORM DEPTH ZR
1000.00 258.40 3.300 261.700 82.3 11.64 2.105 263.805 00 2.791 3.00 00 00 0 0
29.29 01571 015225 45 2.420 00
1029.29 258.86 3.286 262.146* 82.3 11 64 2.105 264.251 00 2.791 3.00 00 00 0 0
WALL ENTRANCE 4 00
JUNCT SIR 08250 000377 0.100 00
1033 29 259.19 6.198 -265.388 65.3 2.63 108 265'.496 00 2.023' 8.00 4.00 00 0 0
WALL EXIT 00
45.00 02978 r 009585 , 43 1.617 00
1078.29 260.53 '5.442 265.972 65.3 9.24 1.325 267 298 00 2.590 3.00 00 00 0 0
JUNCT SIR 00000 009057 00 00
1078.29 260.53 5.734 266.264 61.6 8.71 1.179 267.443 00 2.530 3.00 00 00 0 0
117.13 02971 008530 1.00 1.562 00
1195.42 264.01 3.399 267.409 61.6 8.71 1.179 268.589 00 2.530 3.00 00 00 0 0
HYDRAULIC JUMP 00
1195.42 264.01 1.793 265.803 61.61 13.98 3.034 268.837 00 2.530 3.00 00 00 0 0
11.82 02971 018359 22 1.562 00
1207.24 264.36 1.843 266.204 61.6 13.52 2.840 269.045 .00 2.530 3.00 .00 .00 0 .0 - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - -
F0515P CD :vers 2.0 PAGE 2
WATER SURFACE PROFILE LISTING
Fite: 36HGL1.WSP Study Date: 10-16-91 Time: 15:37:50 -
- EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
1 200,4 FILE: 36HGL1.WSP
DATE: 10-8-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV . HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
hELEN SO SF AVE HF NORM DEPTH ZR
1231.31 265.08 2.001 267.078 61.6 12.29 2.347 269.425 .00 2.530 3.00 .00 .00 0 .0
7.55 .02971 -.013094 .10 - 1.562 r
1238.86 B65.30 2.089 267.390 61.6 11.72 2.134, 269.524 .00 2.530 3.00 .00 .00 0 .0
5.55 .02971
-
.011679 .06 - -- 1.562 ' .00
1244.40 265.47 2.183 267.648 61.6 1118 1.940 269.588 . .00 2.530 , 3.00 .00 .00 0 .0 -
3.81 .02971 - .010454 .04 1.562 .00
1248.21 265.58 2.286, 267.865 61.6 10.66 1.764 269.628 .00 2.530 3.00 .00 .00 0 .0
* *
2.28 02971 009408 02 1.562 00
1250.49 265.65 2.400 268.046 61.6 10.16 1.603 269.650 00 2.530 3.00 00 00 0 .0-
.80 02971 008529 01 1.562 00
1251.29 265.67 2.530 268.200 . 61.6 9.68 1.456 269.656 .00 2.530 '- 3.00 .00 .00 .0 .0
WALL ENTRANCE .00 - -
JUHCT SIR .08250 - - -. .000579 0.00
-
. .00
1255.29 266.00 4.341 270.341 61.6 3.55 .195 270.537 .00 - .1.946 8.00 4.00 .00 0 .0
WALL EXIT - . .00 -.
242.09 .01407 .008464 2.05 1.990 . - .00 .
1497.38 269.41 .3.000 272.407 61.6 8.71 1.179 273.586 .00 2.530 3.00 .00 .00 0 .0 -
22.96 .01407 - .007896 .18 1.990 .00
1520.34 269.73 2.769 272.499 61.6 9.03 1.267 273.767 .00 2.530 3.00 .00 .00 0 .0
JUNCI SIR 08250 003699 01 00
- - - - - - - - - - - - - - - - - - -
F0515P CD Vers 2.0 PAGE 3
WATER SURFACE PROFILE LISTING -
File: 36HG11.WSP Study Date: 10-16-91 -Time: 15:37:50
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE: 36HGL1.WSP
DATE: 10-8-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
1524.34 271.23 3.973 275.203 4.1 .26 .001 275.204 .00 .320 8.00 4.00 .00 0 .0
WALL EXIT
- -
.00
146.39 .01209 - .001523 .22 .620 .00
1670.73 273.00 2.427 275.427 4.1 2.32 .084 275.511 .00 .776 - 1.50 .00 .00 0 .0
WALL ENTRANCE
-
.00 -
JUNCT STR .08250 .000013 0.00 .00
1674.73 273.33 2.221 275.551 - 4.1 .46 .003 275.555 .00 .320 8.00 4.00 .00 0 .0
- - - - - - - - - - - - - - - - - - -
3 2
F0515P CD Vers 2.0 PAGE 1
WATER SURFACE PROFILE LISTING
File: 82HGL.WSP Study Date: 10-16-91 Time: 17: 5:30
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 2004 FILE: B2HGL.WSP
DATE: 10-16-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
1/ELEM SO SF AVE HF NORM DEPTH ZR
1000.00 260.19 5.210 265.400 176 5.60 .487, 265.887 .00 1.512 2.00 .00 .00 0 .0
WAIL EXIT 00
61.68 05810 005995 37 780 00
1061.68 263.77 2.000 265.773 17.6 5.60 487 266.261 00 1 512 2.00 00 00 0 .0-
2.59 05810 005616 01 780 00
1064.27 263.92- 1.814 265.738 17.6 5.88 536 266.274 00 1.512 '2.00 00 00 0 .0--
1.03 05810 005478 01 780 00
1065.31 263.98 1.706 265.690 17.6 6.16 590 266.280 00 1.512- -2.00 00 00 0 0
27 05810 005766 0.00 780 00
1065.58 264.00 1.669 265.669 17 .6 , 6.218 613 266.282 00 1.512 2.00 00 00 0 0
WALL ENTRANCE 00
JUNCT STR 08250 000231 0.00 00
1069.58 264.33 2.243 266.573 17.6 1.96 060 266.633 00 844 8.00 4.00 00 0 0
- - - - - - - - - - - - - - - - -
F0515P CD Vers 2.0 PAGE 1
WATER SURFACE PROFILE LISTING
Fite: 36HG12.WSP Study Date: 10-17-91 Time: 8:41:50
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE: 36HGL2.WSP
DATE: 10-8-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV - HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
1/ELEM SO SF AVE HF NORM DEPTH ZR
1000.00 259.00 2.451 261.451 72.3 11.70 2.124 263.575 .00 2.687 3.00 .00 .00 0 .0
115.22 01184 011501 1.33 2.450 00
1115.22 260.36 2.531 262.896 72 .3, 11.36 2.004 264.900 00 2.687 3 00 00 00 0 0
25.78 01184 010785 28 2.450 00
1141.00 260.67 2.687 263.357 72.3 10.83 1.821 .265.178 00 2.687 3.00 00 00 0 0
WALL ENTRANCE 00
JUNCT STR 08250 000515 0.00 00
1145.00 261.00 5.101 266.101 67.1 3.29,168 ',266.268 00 2.060 9.00 4.00 00 0 0
WALL EXIT 00
5.25 03810 010121 05 1.526 00
1150.25 261.20 4.954 266.154 67.1 9.49 1.399. 267.553 00 2.617 3.00 00 00 0 0
WALL ENTRANCE 00
JUNCI SIR 08250 000256 0.00 00
1154.25 261.53 6.697 268.227 67.1 2.50 097 268.324 00 2.060 9.00 4.00 00 0 0
WALL EXIT 00
17.00 02765 010121 17 1.683 00
WALL ENTRANCE - .00 - - - -. - - - - - - - - - - - - - -
/
F0515P CD Vers 2.0 PAGE 1
WATER SURFACE PROFILE LISTING
File: 18INLT.WSP Study Date: 10-17-91 Time: 11:40: 1
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE: STUB36.WSP
DATE: 10-17-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO A'BPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
WALL ENTRANCE .00
1000.00 278.55 4.294 282.844 7.0 .41 .003 282846 .00 .457 9.00 4.00 .00 0 .0
JUNCT STR .08250 .000009 0.00 .00
1004.00 278.88 3.963 282843 7.0 .44 .003 282.846 .00 .457 9.00 4.00 .00 0 .0
WALL EXIT .00
1004.00 278.88 3.964 282.844 7.0 3.96 .244 283.088 .00 1.024 1.50 .00 .00 0 .0
119.23 .02511 .004392 .52 .680 .00
1123.23 281.87 1.500 283.373 7,0 3.96 .244 283.617 .00 1.024 1.50 .00 .00 0 .0
2.26 .02511 .004114 .01 .680 .00
1125.49 281.93 1.447 283.377 7.0 4.01 .249 283.626 .00 1.024 1.50 .00 .00 0 .0
HYDRAULIC JUMP .00
1125.49 281.93 .692 282.622 7.0 8.79 1.198 283.821 .00 1.024 1.50 .00 .00 0 .0
11.37 .02511 .022013 .25 .680 .00
1136.86 282.22 .718 282.934 7.0 8.37 1.088 284.022 .00 1.024 1:50 .00 .00 0 .0
12.51 .02511 .019353 .24 .680 .00
1149.37 282.53 .745 283.275 7.0 7.98 .990 284.264 .00 1.024 1.50 .00 .00 0 .0
7.56 .02511 .017043 .13 .680 .00 - - - - - - .- - - - - - - - - - - -. -
1156.93 282.72 .774 283.494 7.0 7.61 .900 284.393 .00 1.024 1.50 .00 .00 0 .0
5.14 02511 015024 08 680 00
1162.06 282.85 804 283.653 7.0 7.26 818 284.470 00 1.024 1.50 00 00 0 0
3.66 .02511 .013248 .05 .680 .00
1165.72 282.94 .835 283.775 7.0 6.92 .743 284.519 .00 1.024
I
1.50 .00 .00 0 .0.
t
I.
- - - - - - - - - - -. - - - - - - - -
F0515P CD Vers 2.0 PAGE 2
WATER SURFACE PROFILE LISTING -
Fite: 18INLT.WSP Study Date: 10-17-91 Time: 11:40: 1
EL CAMINO REAL-PALOMAR AIRPORT ROAD HGL PLOTS
L 200,4 FILE: STUB36.WSP
DATE: 10-17-91 JOB NO. 10365
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO A1BPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
2.58 .02511 .011693 .03 .680 .00
1168.30 283.00 .868 283.873 7.0 6.60 .676 284.549 .00 1.024 1.50 .00 .00 0 .0
1.79 02511 010334 02 680 00
1170.09 283.05 903 283.953 7.0 L29 614 284 567 00 1.024 1.50 00 00 O 0
1.12 02511 009151 01 - 680 00
1171.20 283.08 941 284.019 7.0 6.00,559 284".578, 00 i.024 1.50 00 00 0 0
69 02511 008115 01 680 00
1171.90 283 10 980 284.076 70 .1 5 .72 508 284.583 00 1.0214 1 50 .00-.60 0 0
18 02511 007201 0.00 680 00
1172.08 283.10 1.024 284.124 7.0 5.45 461 284.585 00 1.024 -:1.50 00 00 0 0
WALL ENTRANCE 00
JUNCT STR 08250 000126 0.00 00
1176.08 283.43 1.376 284.806 7.0 1.27 025 284.831 00 457 9.00 4.00 00 0 0
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