HomeMy WebLinkAboutSDP 97-15; Carrillo Ranch Village B; HYDROLOGY STUDY; 1998-09-21HUNSAKER
^ASSOCIATES
PLANNING
ENGINEERING
SURVEYING
IRVINE
LAS VEGAS
RIVERSIDE
SAN DIEGO
HYDROLOGY STUDY
For
CARRILLO RANCH
VILLAGE B
in the
City of Carlsbad
Prepared for: Continental Homes
W.O. 1508-7
September 21, 1998
DAVE HAMMAR
IACK HILL
LEXWILLIMAN
David A. Hammar, R.C.E.
President
Hunsaker & Associates San Diego, Inc.
10179 HuennekensSt.
Suite 200
San Diego, CA 92121
(619)558-4500 PH
(619)558-1414 FX
www.hunsaker.com
lnfo@HunsakerSD.com RA:kk msword\c:Memporary folder 9-21\150B\1B9B\b62.doc
W.O. 1508-7 09/21/98
Carrillo Ranch Village B
Hydrology Study
TABLE OF CONTENTS
References
Introduction
Executive Summary
Vicinity Map
Drainage Criteria and Methodology
100-year Post-Development Hydrology Study
Reference Data
Post-Development Hydrology Map
SECTION
I
III
IV
V
(pocket)
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W,O, 1508-7 09/21/fla
Carrillo Ranch Village B
Hydrology Study
References 1) The County of San Diego Drainage Design & Procedure
Manual, 1993
2) The County of San Diego Department of Public Works, Public
Roads Standards, 1992
3) Master Drainage and Storm Water Quality Management Plan,
City of Carlsbad, California, March 1994
4) Drainage Study for Rancho Carrillo Village "A, B, C, and D",
Rick Engineering Company, January 6, 1998
5) Plans for the Improvement of Rancho Carrillo Village "A, B, C,
and D", Rick Engineering, April 1998
Introduction Carrillo Ranch Village "B" lies within the City of Carlsbad,
California. Development is proposed southeast of Palomar Airport
Road and Melrose Drive (see fig.1).
Post-development conditions are included within this report.
Design flows of the existing downstream facilities can be obtained
via the Drainage Study for Rancho Carrillo Village "A, B, C, and D",
Rick Engineering Company, January 6, 1998.
Since the existing storm drain has been constructed to convey a
100-year storm from the Village B mass graded site, only post-
development conditions have been determined. If post-
development conditions prove to be less than pre-development
conditions, the functionality of the existing storm drain will be
adequate. Therefore, the scope of work includes:
• Determination of 100-year peak discharge.
aad\1508\hyd.doc
W.O. 1509-7 OB/21/9B
Carrillo Ranch Village B
Hydrology Study
Executive
Summary The following table compares existing and post-development flows
as determined by the corresponding engineering company's
hydrology report:
Company
Rick
Engineering
Hunsaker &
Associates
i Existing '- ; ~
Condition '•? »
Desilting Basin #1
9.0 cfs
N/A
. ^ost-Cevelppment.
' ''"* Condition.'!
Node 63 to 64
N/A
6.8 cfs
(,/ Existing-'.;., "• ,
'• ' Condition^.' '/
Desilting Basin #3
19.4 cfs
N/A
P os fc*D0v0io PITI 6 ntp
' , *» '-^..^^^'^^S^^l^'i•- • Condltioi^^i!.
Node 41 to 64
N/A
14.4 Cfs
In summary, the table identifies post-development flows as being
less than existing flows due to mass grading. Therefore, since the
existing storm drain has been designed and constructed to
accomodate a 100-year storm (see copy of improvement plans,
next page) and post-development flows are less than existing
flows, the existing storm drain does not require upsizing or any
other modifications.
RA:kk rnswanJ\c:Mxinehead\1508Viyil.doc
W.0.1508-7 09/21/98
' >-" 1 1
52.04
• 97.68
1 t/yf/l .b 1 1 i i I i
DESILTING BASIN NO
i i
t/)
SEE SHEE
PASEO HE
\
'TH
. 65
. 17
.37
. 45
REMARKS
6' TYPE 'G1 C&G
61 TYPE 'G1 C&G
6* TYPE 'G1 C&G
fi1 TYPF T,1 r*.r.
206
DESILTING BASIN NO 3
301 DIA. RISER
CARRILLO RANCH
VILLAGE B
VICINITY MAP
SITE
MELROSE DR.
CITY OF
SAN MARCOS
NOT TO SCALE
f ig.1
Carrillo Ranch Village B
Hydrology Study
Drainage Criteria
and Methodology
Design Storm 100-year storm
Land Use Multi-family
Soil Type A hydrologic soil group "D" was used for this study.
Runoff Coefficient "C" values were based on the County of San Diego
Drainage Design & Procedure Manual. The site is multi-
family residential, therefore a "C" value of 0.70 was used.
Rainfall Intensity The rainfall intensity values were based on the criteria
presented in the County of San Diego Drainage Design &
Procedure Manual (see Reference Data).
J*:\aBs9Z\150S\7Viyd.doc
W.O. 1508-7 M/21/9B
Carrillo Ranch Village B
Hydrology Study
HYDROLOGY
METHOD OF ANALYSIS
The computer generated analysis for this watershed is consistent with current
engineering standards and requirements of the County of San Diego. This report also
contains calculations for the proposed storm drain within the project limits.
RATIONAL METHOD
The most widely used hydrologic model for estimating watershed peak runoff rates is
the rational method. The rational method is applied to small urban and semi-urban
areas of less than 0.5 square miles. The rational method equation relates storm rainfall
intensity, a selected runoff coefficient, and drainage area to peak runoff rate. This
relationship is expressed by the equation: Q = CIA. Where:
Q = The peak runoff rate in cubic feet per second at the point of analysis.
C = A runoff coefficient representing the area - averaged ratio of runoff to
rainfall intensity.
I = The time-averaged rainfall intensity in inches per hour corresponding to
the time of concentration.
A = The drainage basin area in acres.
NODE-LINK STUDY
In performing a node-link study, the surface area of the basin is divided into basic areas
which discharge into different designated drainage basins. These "sub-basins" depend
upon locations of inlets and ridge lines.
SUBAREA SUMMATION MODEL
The rational method modeling approach is widely used due to its simplicity of
application, and its capability for estimating peak runoff rates throughout the interior of a
study watershed analogous to the subarea model. The procedure for the Subarea
Summation Model is as follows:
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W.O. 150B-7 Q8/Z1/98
Carrillo Ranch Village B
Hydrology Study
(1) Subdivide the watershed into subareas with the initial subarea being less
than 10 acres in size (generally 1 lot will do), and the subsequent
subareas gradually increasing in size. Assign upstream and downstream
nodal point numbers to each subarea in order to correlate calculations to
the watershed map.
(2) Estimate a Tc by using a nomograph or overlaid flow velocity estimation.
(3) Using T, determine the corresponding values of I. Then Q = C I A.
(4) Using Q, estimate the travel time between this node and the next by
Manning's equation as applied to the particular channel or conduit linking
the two nodes.
The nodes are joined together by links, which may be street gutter flows, drainage
swales or drainage ditches. These links are characterized by length, area, runoff
coefficient and cross-section. The Computer subarea menu is as follows:
Enter Upstream node number
Enter Downstream node number
SUBAREA HYDROLOGIC PROCESS
1. Confluence analysis at node.
2. Initial subarea analysis.
3. Pipeflow travel time (computer estimated).
4. Pipeflow travel time (user specified).
5. Trapezoidal channel travel time.
6. Street flow analysis through subarea.
7. User - specified information at node.
8. Addition of sub area runoff to main line.
9. V-gutterflow through area.
Select subarea hydrologic process
The engineer enters in the pertinent nodes, and then the hydrologic process.
Where two or more links join together, the node is analyzed by the confluence method
described as follows:
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W.O. 1508-7 09/31/99
Carrillo Ranch Village B
Hydrology Study
At the confluence point of two or more basins, the following procedure is used to
adjust the total summation of peak flow rates to allow for differences in basin
times of concentration. This adjustment is based on the assumption that each
basin's hydrographs are triangular in shape.
(1). If the collection streams have the same times of concentration,
then the Q values are directly summed,
(2). If the collection streams have different times of concentration, the
smaller of the tributary Q values may be adjusted as follows:
(i). The most frequent case is where the collection stream with
the longer time of concentration has the larger Q. The
smaller Q value is adjusted by the ratio of rainfall intensities.
Qp = Qa + Qb (ia/lb); Tp = Ta
(ii). In some cases, the collection stream with the shorter time of
concentration has the larger Q. Then the smaller Q is
adjusted by a ratio of the T values.
Qp = Qb+Qa (VTa); Tp = Tb
In a similar way, the underground storm drains are analyzed. The data obtained from
the surface model for the flow rates present at the inlets and collection points are input
into the nodes representing those structures. The design grades and lengths are used
to compute the capacity of the storm drains and to model the travel time into the
adjustment of the times of concentration for downstream inlets.
REFERENCE
1. Hydrology Manual, County of San Diego, January 1985.
2. Hromadka, Theodore: COMPUTER METHODS IN URBAN HYDROLOGY:
Lighthouse Publications, 1983.
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W.O. 1508-7 09/21/98
m
F RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
^ Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-93 Advanced Engineering Software {aes)
i Ver. 1.5A Release Date: 7/10/93 License ID 1239L.
Analysis prepared by:
L HUNSAKER & ASSOCIATES
Irvine, Inc.
Planning * Engineering * Surveying
P Three Hughes * Irvine , California 92718 * (714) 538-1010
* CARRILLO RANCH, VILLAGE B
* 100-YEAR HYDROLOGY STUDY
* W.O. #1508-07 SEPTEMBER 21, 1998
FILE NAME: 1508\7\DEV100-RAT
TIME/DATE OF STUDY: 11:39 9/21/1998
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH = 305.00
UPSTREAM ELEVATION = 446.20
DOWNSTREAM ELEVATION = 442.80
ELEVATION DIFFERENCE = 3.40
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.127
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.166
SUBAREA RUNOFF(CFS) = .29
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .29
m
m
^ FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6
m >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<««
UPSTREAM ELEVATION = 442.80 DOWNSTREAM ELEVATION = 442.50
STREET LENGTH(FEET) = 85.00 CURB HEIGHT(INCHES) = 6.
I STREET HALFWIDTH(FEET) = 16.00
te.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00rINTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
C
[
[
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .56
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .26
HALFSTREET FLOODWIDTH(FEET) = 6.48
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.05
PRODUCT OF DEETH&VELOCITY = .27
STREETFLOW TRAVELTIME(MIN) = 1.35 TC(MIN) = 13.48
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.891
m SOIL CLASSIFICATION IS "D"
S MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
• SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .54
SUMMED AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .84
P END OF SUBAREA STREETFLOW HYDRAULICS:
jy DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 7.39
FLOW VELOCITY{FEET/SEC.) = 1.26 DEPTH*VELOCITY = .35
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW)<««
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES
PIPEFLOW VELOCITY{FEET/SEC.) = 3.4
UPSTREAM NODE ELEVATION = 437.50
DOWNSTREAM NODE ELEVATION = 437.20
FLOWLENGTH(FEET) = 30.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = .84
TRAVEL TIME(MIN.} = .15 TC{MIN.) = 13.62
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
pg
PIi TIME OF CONCENTRATION(MIN.} - 13.62
• RAINFALL INTENSITY(INCH/HR) - 3.86
TOTAL STREAM AREA(ACRES) = .30
*" PEAK FLOW RATE(CFS) AT CONFLUENCE = .84
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
C
C
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH = 120.00
UPSTREAM ELEVATION = 445.40
DOWNSTREAM ELEVATION = 443.90
ELEVATION DIFFERENCE = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW{MINUTES} = 7.322
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.768
SUBAREA RUNOFF (CFS) = .40
TOTAL AREA(ACRES) = _ .10 TOTAL RUNOFF(CFS) = .40
FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE =
>»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<««
UPSTREAM ELEVATION = 443.90 DOWNSTREAM ELEVATION = 442.40
STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 16.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .95
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .26
HALFSTREET FLOODWIDTH(FEET) = 6.48
AVERAGE FLOW VELOCITY(FEET/SEC.} = 1.77
PRODUCT OF DEPTH&VELOCITY = .45
STREETFLOW TRAVELTIME(MIN) = 1.27 TC(MIN) = 8.59
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.202
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.09
SUMMED AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.50
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) - 7.39
FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY = .62
11i
FLOW PROCESS FROM NODE 16.00 TO NODE 13.00 IS CODE =
fH
m
»>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 4.2
UPSTREAM NODE ELEVATION = 437.50
DOWNSTREAM NODE ELEVATION = 437.20
FLOWLENGTH(FEET) = 28.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.50
TRAVEL TIME(MIN.) = .11 TC(MIN.) = 8.71
FLOW PROCESS FROM NODE 16.00 TO NODE 13.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.} = 8.71
RAINFALL INTENSITY(INCH/HR) = 5.16
TOTAL STREAM AREA(ACRES) = .40
PEAK FLOW RATE{CFS) AT CONFLUENCE = 1.50
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) {MIN.) (INCH/HOUR) (ACRE)
1 .84 13.62 3.865 .30
2 1.50 8.71 5.159 .40
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.12 8.71 5.159
2 1.96 13.62 3.865
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS} = 2.12 Tc{MIN.} =
TOTAL AREA(ACRES) = -70
.71
FLOW PROCESS FROM NODE 13.00 TO NODE 20.00 IS CODE =
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<«
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
m DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 6.2
UPSTREAM NODE ELEVATION = 436.90
DOWNSTREAM NODE ELEVATION = 435.10
FLOWLENGTH(FEET) = 71.00 MANNING'S
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPEFLOW THRU SUBAREA(CFS) = 2.12
TRAVEL TIME(MIN.) = .19 TC(MIN.) =
N = .013
NUMBER OF PIPES =
E
FLOW PROCESS FROM NODE 13.00 TO NODE 20.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION (MIN.) = 8.90
RAINFALL INTENSITY (INCH/HR) = 5.09
TOTAL STREAM AREA (ACRES) = .70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12
1 ARE:
FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE » 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = ,7000
INITIAL SUBAREA FLOW-LENGTH = 115.00
UPSTREAM ELEVATION = 446.20
DOWNSTREAM ELEVATION = 444.20
ELEVATION DIFFERENCE = 2.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.421
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.278
SUBAREA RUNOFF(CFS) = .88
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .88
FLOW PROCESS FROM NODE 18.00 TO NODE 19,00 IS CODE
>»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<««
UPSTREAM ELEVATION = 444.20 DOWNSTREAM ELEVATION =
STREET LENGTH(FEET) - 105.00 CURB HEIGHT (INCHES} = 6
STREET HALFWIDTH(FEET) = 12.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 6.00
INTERIOR STREET CROSSFALL (DECIMAL) = .020
OUTSIDE STREET CROSSFALL (DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
441.20
kj^
m
f
r
E
P«
L
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.50
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .20
HALFSTREET FLOODWIDTH(FEET) = 3.80
AVERAGE FLOW VELOCITY(FEET/SEC.} = 2.86
PRODUCT OF DEPTH&VELOCITY - .58
STREETFLOW TRAVELTIME(MIN) = .61 TC(MIN) = 7.03
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.921
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT - .7000
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.24
SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 2.12
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .23 HALFSTREET FLOODWIDTH(FEET) = 5.11
FLOW VELOCITY(FEET/SEC.) = 2.80 DEPTH*VELOCITY = .64
FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE =
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW) <««
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.} = 4.8
UPSTREAM NODE ELEVATION = 437.20
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 173.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS) =
TRAVEL TIME(MIN.} = .60
435.10
MANNING'S N = .013
= 18.00 NUMBER OF PIPES =
2.12
TC(MIN.) = 7.63
FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE =
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<«
2 ARE:
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) = 7.63
RAINFALL INTENSITY(INCH/HR) = 5.62
TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 2.12 8.90 5.088 .70
2 2.12 7.63 5.616 .50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
H
(W
STREAM
NUMBER
1
2
RUNOFF
(CFS)
4.05
4.05
Tc
(MIN.;
7.63
8.90
INTENSITY
(INCH/HOUR)
5.616
5.088
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS;
PEAK FLOW RATE(CFS) = 4.05 Tc{MIN.) =
TOTAL AREA(ACRES) = 1.20
8.90
FLOW PROCESS FROM NODE 20.00 TO.NODE 27.00 IS CODE =
L
P»
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 5.3
UPSTREAM NODE ELEVATION = 434.80
DOWNSTREAM NODE ELEVATION = 433.00
FLOWLENGTH(FEET) = 181.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS} = 4.05
TRAVEL TIME(MIN.) = .57 TC(MIN.) = 9.46
FLOW PROCESS FROM NODE 20.00 TO NODE 27.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 «<«
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH = 235.00
UPSTREAM ELEVATION - 445.10
DOWNSTREAM ELEVATION = 440.80
ELEVATION DIFFERENCE = 4.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.024
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.041
SUBAREA RUNOFF(CFS) = 1.41
TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) =1.41
FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6
>»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<««
UPSTREAM ELEVATION = 440.80 DOWNSTREAM ELEVATION = 439.00
STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6.
P STREET HALFWIDTH(FEET) = 16.00L
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00
pi INTERIOR STREET CROSSFALL(DECIMAL) = .020
L OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.58
STREETFLOW MODEL RESULTS:
p, STREET FLOWDEPTH(FEET) = .31
f HALFSTREET FLOODWIDTK(FEET) = 9.20
™ AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67
PRODUCT OF DEPTH&VELOCITY = .83
•I STREETFLOW TRAVELTIME (MIN) = .81 TC{MIN) = 9.83M
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.769
_ SOIL CLASSIFICATION IS "D"
ffl MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
• SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 2.34
SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) - 3.75
1 END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.02
FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY = .98
FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE =
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.83
RAINFALL INTENSITY(INCH/HR) = 4.77
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.75
FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH = 130.00
UPSTREAM ELEVATION = 442.40
DOWNSTREAM ELEVATION = 441.00
ELEVATION DIFFERENCE = 1.40
f"
IM
I"ito
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.009
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.444
SUBAREA RUNOFF(CFS) = .76
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) =.76
FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 6
>»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<««
UPSTREAM ELEVATION = 441.00
STREET LENGTH(FEET) = 100.00
STREET HALFWIDTH(FEET) = 12.00
DOWNSTREAM ELEVATION
CURB HEIGHT(INCHES) =
440.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK =
INTERIOR STREET CROSSFALL(DECIMAL) - .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
6.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) =
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .23
HALFSTREET FLOODWIDTH (FEET) = 5.11
AVERAGE FLOW VELOCITY (FEET/SEC. ) = 1.71
PRODUCT OF DEPTH&VELOCITY = .39
STREETFLOW TRAVELTIME (MIN) = .98 TC(MIN) = 8.99
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.055
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .25 HALFSTREET FLOODWIDTH (FEET) =
1.29
1.06
1.82
6.42
FLOW VELOCITY (FEET/SEC. ) = 1.72 DEPTH*VELOCITY =.44
FLOW PROCESS FROM NODE 26.00 TO NODE 23.00 IS CODE =
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<««
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 6.0
UPSTREAM NODE ELEVATION - 436.00
DOWNSTREAM NODE ELEVATION = 434.00
FLOWLENGTH(FEET) = 78.00 MANNING':
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPEFLOW THRU SUBAREA(CFS) = 1.82
TRAVEL TIME(MIN.) = .22 TC{MIN.)
N = .013
NUMBER OF PIPES =
9.20
y
m
m
ta.
*******
FLOW PROCESS FROM NODE 26.00 TO NODE 23.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<«
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.} = 9.20
RAINFALL INTENSITY(INCH/HR) = 4.98
TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.75 9.83 4.769 1.10
2 1.82 9.20 4.978 .50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.} (INCH/HOUR)
1 5.41 9.20 4.978
2 5.50 9.83 4.769
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.50 Tc(MIN.) =
TOTAL AREA(ACRES) = 1.60
9.83
FLOW PROCESS FROM NODE 23.00 TO NODE 27.00 IS CODE =
Pm
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.5
UPSTREAM NODE ELEVATION = 433.70
DOWNSTREAM NODE ELEVATION = 433.00
FLOWLENGTH(FEET) = 18.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 5.50
TRAVEL TIME(MIN.) = .03 TC(MIN.) = 9.87
.
FLOW PROCESS FROM NODE 23.00 TO NODE 27.00 IS CODE = 11
»>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<««
m
*
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.50 9.87 4.759 1.60
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.05 9.46 4.889 1.20
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.39 9.46 4.889
2 9.43 . 9.87 4.759
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.43 Tc(MIN-) = 9.87
TOTAL AREA(ACRES) = 2.80
FLOW PROCESS FROM NODE 23.00 TO NODE 27.00 IS CODE = 12
»»>CLEAR MEMORY BANK ft 1 <««
FLOW PROCESS FROM NODE 27.00 TO NODE 35.00 IS CODE =
»>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES
PIPEFLOW VELOCITY (FEET/SEC.) = 8.5
UPSTREAM NODE ELEVATION = 432.70
DOWNSTREAM NODE ELEVATION = 430.40
FLOWLENGTH(FEET) = 115.00
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPEFLOW THRU SUBAREA(CFS) = 9.43
TRAVEL TIME (MIN. ) = .22
MANNING'S N = .013
NUMBER OF PIPES -
TC(MIN.) - 10.09
FLOW PROCESS FROM NODE 27.00 TO NODE 35.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
t
C
C
f"
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
_.___...._______._______________;_____________.______________.________
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT - .7000
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10-MINUTES ADDED = 12 . 03 (MINUTES)
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 442.50
DOWNSTREAM ELEVATION = 440.70
ELEVATION DIFFERENCE « 1.80 .
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.187
SUBAREA RUNOFF (CFS) = 1.47
TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.47
m
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE =
>»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<«
UPSTREAM ELEVATION = 440.70
STREET LENGTH(FEET) = 230.00
STREET HALFWIDTH{FEET} = 16.00
DOWNSTREAM ELEVATION =
CURB HEIGHT (INCHES) = 6
437.40
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK =
INTERIOR STREET CROSSFALL (DECIMAL) = .020
OUTSIDE STREET CROSSFALL (DECIMAL) = .020
8.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) =
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .31
HALFSTREET FLOODWIDTH (FEET) = 9.20
AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.65
PRODUCT OF DEPTH&VELOCITY = .82
STREETFLOW TRAVELTIME (MIN) = 1.45 TC(MIN) = 13.48
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.892
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) =
SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEETJ = .35 HALFSTREET FLOODWIDTH (FEET) = 11.02
FLOW VELOCITY (FEET/SEC. ) = 2.74 DEPTH*VELOCITY =
2.56
2.18
3.64
.95
m
to
fal FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE =
m >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
m
t
™ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.892
SOIL CLASSIFICATION IS "D"
f1 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
y SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) = .27
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.92
m TC{MIN) = 13.48
FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 IS CODE =
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18 ..0 INCH PIPE IS 4.5 INCHES
PIPEFLOW VELOCITY (FEET/SEC. ) = 11.4
UPSTREAM NODE ELEVATION = 431.40
DOWNSTREAM NODE ELEVATION = 430.40
FLOWLENGTH(FEET) = 12.00 MANNING'S N - .013
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 3.92
TRAVEL TIME (MIN.) = .02 TC(MIN.) = 13.50
FLOW PROCESS FROM NODE 32,00 TO NODE 35.00 IS CODE =
H >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 13.50
RAINFALL INTENSITY (INCH/HR) = 3.89
TOTAL STREAM AREA (ACRES) = 1.40
PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.92
FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SOIL CLASSIFICATION IS "D"
ttt MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH = 135.00
P UPSTREAM ELEVATION - 441.00
y DOWNSTREAM ELEVATION = 439.00
m ELEVATION DIFFERENCE = 2.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.338m
m
m
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.760
SUBAREA RUNOFF(CFS) = .81
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS} =.81
FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE =
M
m
m
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION = 432.00
DOWNSTREAM NODE ELEVATION = 430.40
FLOWLENGTH(FEET) = 20.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOH THRU SUBAREA(CFS) - .81
TRAVEL TIME(WIN.) = .05 TC{MIN.) = 7.39
FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.} = 7.39
RAINFALL INTENSITY(INCH/HR) = 5.74
TOTAL STREAM AREA(ACRES) = .20
PEAK FLOW RATE(CFS) AT CONFLUENCE = .81
2 ARE:
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE}
1 3.92 13.50 3.888 1.40
2 .81 7.39 5.736 .20
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.} (INCH/HOUR)
1 3.46 7.39 5.736
2 4.46 13.50 3.888
m COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) « 4.46 TcfMIN.) =
TOTAL AREA(ACRES) = 1.60
13.50
F*
M
m
iu
JH
FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 11
»>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<««
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.46 13.50 3.888 1.60
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.43 10.09 4.691 2.80
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) {MIN.) (INCH/HOUR)
1 13.13 10.09 4.691
2 12.28 _ 13.50 3.888
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 13.13 Tc(MIN.) = 10.09
TOTAL AREA(ACRES) = 4.40
FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE =
m
m
m
m
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<«
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.4
UPSTREAM NODE ELEVATION = 430.10
DOWNSTREAM NODE ELEVATION = 429.60
FLOWLENGTH(FEET) = 45.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 13.13
TRAVEL TIME(MIN.) = .10 TC(MIN.) = 10.19
FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE =
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<«
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES
m
I*
IP
y
PIPEFLOW VELOCITY {FEET/SEC. ) = 7.2
UPSTREAM NODE ELEVATION = 429.30
DOWNSTREAM NODE ELEVATION = 428.40
FLOWLENGTH(FEET) = 85.00 MANNING'S N =
ESTIMATED PIPE DIAMETER (INCH) = 21.00
PIPEFLOW THRU SUBAREA(CFS) = 13.13
TRAVEL TIME (MIN.) = .20 TC(MIN.} = 10.39
.013
NUMBER OF PIPES =
FLOW PROCESS FROM NODE 37.00 TO NODE 41.00 IS CODE =
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) - 4.9
UPSTREAM NODE ELEVATION = 428.10
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 75.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS) =
TRAVEL TIME(MIN.) = .25
427.80
MANNING'S N = .013
= 24.00 NUMBER OF PIPES =
13.13
TC(MIN.) = 10.64
FLOW PROCESS FROM NODE 37.00 TO NODE 41.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN. ) = 10.64
RAINFALL INTENSITY (INCH/HR) = 4.53
TOTAL STREAM AREA (ACRES) = 4.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.13
FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21
tt
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH = 165.00
UPSTREAM ELEVATION = 438.10
DOWNSTREAM ELEVATION = 436.50
ELEVATION DIFFERENCE = 1.60
URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 9.344
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.929
SUBAREA RUNOFF (CFS) = 1.38
TOTAL AREA (ACRES) = .40 TOTAL RUNOFF (CFS). » 1.38
m
m FLOW PROCESS FROM NODE 40,00 TO NODE 41.00 IS CODE -
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
2 ARE:
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) = 9.34
RAINFALL INTENSITY(INCH/HR) = 4.93
TOTAL STREAM AREA{ACRES} = .40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 13.13 10.64 4.532 4.40
2 1.38 9.34 4.929 .40
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 13.46 9.34 4.929
2 14.40 10.64 4.532
m COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.40 Tc(MIN.) =
TOTAL AREA(ACRES) = 4.80
10.64
m
m
m
FLOW PROCESS FROM NODE 41.00 TO NODE 64.00 IS CODE -
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.2
UPSTREAM NODE ELEVATION = 427.00
DOWNSTREAM NODE ELEVATION = 424.30
FLOWLENGTH(FEET) = 105.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 14.40
TRAVEL TIME(MIN.) = .17 TC(MIN.) = 10.81
m
m
•i
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH = 210.00
m
m
UPSTREAM ELEVATION = 442.30
DOWNSTREAM ELEVATION = 439.20
ELEVATION DIFFERENCE = 3.10
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.164
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.991
SUBAREA RUNOFF(CFS) = .70
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .70
FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE =
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<««
^ UPSTREAM ELEVATION = 439.20 DOWNSTREAM ELEVATION = 438.10
fcj STREET LENGTH(FEET) = 95.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTK(FEET) = 16.00
r; DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00
** INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) =* .020
m.
m SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIM£ COMPUTED USING MEAN FLOW(CFS) = 1.19
™ STREETFLOW MODEL RESULTS:
H STREET FLOWDEPTH(FEET) = .26
HALFSTREET FLOODWIDTH(FEET) = 6.48
« AVERAGE FLOW VELOCITY(FEET/SEC.} = 2.22
J PRODUCT OF DEPTH&VELOCITY = .57
STREETFLOW TRAVELTIME(MIN) = .71 TC(MIN) = 9.88
** 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.755
m SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
m SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.00
^ SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.70
* END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = ,29 HALFSTREET FLOODWIDTH(FEET) = 8.30
* FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY = .61
~1 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE =
^B
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
y TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.88
5 RAINFALL INTENSITY(INCH/HR) = 4.76
if TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.70
m
•
FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE =» 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = ,7000
• INITIAL SUBAREA FLOW-LENGTH = 180.00
M UPSTREAM ELEVATION = 442.30
DOWNSTREAM ELEVATION = 439.80
IM ELEVATION DIFFERENCE = 2.50
URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) ** 8.658
m 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.177
SUBAREA RUNOFF (CFS) = .72
^ TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .72
FLOW PROCESS FROM NODE 54.00 TO NODE 52.00 IS CODE =
>»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<««
g| UPSTREAM ELEVATION » 439.70 DOWNSTREAM ELEVATION = 438.10
STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.
m STREET HALFWIDTH(FEET) = 16.00
• DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
W OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
^ **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.06
Mi STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .26
«! HALFSTREET FLOODWIDTH(FEET) = 6.48
J AVERAGE FLOW VELOCITY(FEET/SEC.) - 1.96
PRODUCT OF DEPTH&VELOCITY = .50
STREETFLOW TRAVELTIME(MIN) = 1.36 TC(MIN) = 10.02
jj 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.712
SOIL CLASSIFICATION IS "D"
4Q MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
J SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .66
• SUMMED AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.38
END OF SUBAREA STREETFLOW HYDRAULICS:
WJ DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 7.39
jA FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY = .57
FLOW PROCESS FROM NODE 54.00 TO NODE 52.00 IS CODE =
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<«
TOTAL NUMBER OF STREAMS = 2m
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE
**• TIME OF CONCENTRATION (MIN.) = 10.02
RAINFALL INTENSITY ( INCH/HR) = 4.71
^ TOTAL STREAM AREA(ACRES) = .40
y PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38
** CONFLUENCE DATA **
• STREAM RUNOFF Tc INTENSITY AREA
** NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.70 9.88 4.755 .50
p« 2 1.38 10.02 4.712 .40
to RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.r
to ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
in NUMBER (CFS) (MIN. ) (INCH/HOUR)
; 1 3.07 9.88 4.755
"* 2 3.07 10.02 4.712
m COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
M PEAK FLOW RATE (CFS) = 3.07 Tc(MIN.) = 9.88
TOTAL AREA(ACRES) = .90
FLOW PROCESS FROM NODE 52.00 TO NODE 63.00 IS CODE = 3
.
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 5.0
UPSTREAM NODE ELEVATION = 434.10
DOWNSTREAM NODE ELEVATION = 433.60
FLOWLENGTH(FEET) = 48.00 MANNING'S N - .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 3.07
TRAVEL TIME(MIN-) = .16 TC(MIN.) = 10.04
FLOW PROCESS FROM NODE 52.00 TO NODE 63.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
_, CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
_ TIME OF CONCENTRATION(MIN.) = 10.04
• RAINFALL INTENSITY(INCH/HR) = 4.71
TOTAL STREAM AREA(ACRES) = .90
m PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.07
m
^d
"* FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21
^ >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
SOIL CLASSIFICATION IS "D"
m MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH = 290.00
fc* UPSTREAM ELEVATION = 445.00
DOWNSTREAM ELEVATION = 440.10
|P» ELEVATION DIFFERENCE = 4.90
L URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.295
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.630
SUBAREA RUNOFF(CFS) = 2.27
^ TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 2.27
p*
' FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE =
>»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«X<
UPSTREAM ELEVATION = 440.10 DOWNSTREAM ELEVATION = 438.90
STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 16.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) » 2.57
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .33
HALFSTREET FLOODWIDTH(FEET) = 10.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26
PRODUCT OF DEPTH&VELOCITY = .74
STREETFLOW TRAVELTIME(MIN) = .96 TC(MIN) = 11.25
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.372
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA (ACRES) = .20 SUBAREA RUNOFF (CFS) = .61
SUMMED AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 2.88
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.02
FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY = .75
FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE =
>»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<««
UPSTREAM ELEVATION = 438.90 DOWNSTREAM ELEVATION = 437.80
STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.
IP*
fci
STREET HALFWIDTH(FEET) = 16.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00
INTERIOR STREET CROSSFALL (DECIMAL) = .020
OUTSIDE STREET CROSSFALL (DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.17
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH (FEET) = .35
HALFSTREET FLOODWI DTK (FEET) = 11.02
AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.38
PRODUCT OF DEPTH&VELOCITY = .83
STREETFLOW TRAVELTIME (WIN) = .77 TC(MIN) = 12.02
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.189
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .59
SUMMED AREA(ACRES) =_ 1.10 TOTAL RUNOFF(CFS) = 3.47
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .35 HALFSTREET FLOODWI DTK (FEET) = 11.02
FLOW VELOCITY (FEET/SEC.) = 2.60 DEPTH*VELOCITY = .90
FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE =
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.189
™ SOIL CLASSIFICATION IS "D"
dl MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .59
qg TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.05
J TC(MIN) = 12.02
FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE
TIME OF CONCENTRATION(MIN.) = 12.02
RAINFALL INTENSITY(INCH/HR} = 4.19
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.07 10.04 4.706 .90
2 4.05 12.02 4.189 1.30
to RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
KM
** PEAK FLOW RATE TABLE **
™ STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
m 1 6.68 10.04 4.706
^ 2 6.79 12.02 4.189
p* COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.79 Tc(MIN.) = 12.02
^ TOTAL AREA(ACRES) = 2.20
FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 3
»>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
m
m
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 13.8
UPSTREAM NODE ELEVATION = 433.60
DOWNSTREAM NODE ELEVATION = 424.30
FLOWLENGTH(FEET) =» 100.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS} = 6.79
TRAVEL TIME(MIN.) = .12 TC(MIN.) = 12.14
END OF STUDY SUMMARY:
PEAK FLOW RATE{CFS) = 6.79 Tc(MIN.) = 12.14
TOTAL AREA(ACRES) = 2.20
END OF RATIONAL METHOD ANALYSIS
Carrillo Ranch Village B
Hydrology Study
REFERENCE DATA
NOTE: Some reference data that has typically been included in support of
hydro logic calculations done by hand are incorporated into the Rational
Method Hydrology Computer Program Package (by AES).
These include:
4 Intensity-Duration Design Chart
4 Nomograph for Determination of Time of Concentration (Tc) for Natural
Watersheds
* Urban Areas Overland Time of Flow Curves
* Runoff Coefficients (Rational Method)
Since these references are incorporated into the AES software, they are
not needed Jo support this study and are therefore not included in this
support.
Soils maps are also not included, as Hydrologic Soil Group "D"
m
m
W.0.1SOS-7 09/21/99
ci ri ri
icCY OF SAN DIEGO
DEPARTMENT OF SANITATION
FLOOD CONTROL
ri i mM . trt ri 1
100-YEAR 6-HOUR ; PRECIPITATION
OF 100-YEAR 6-MOURISOPLUVIALS
PRECiPITATIOM .IN ENTHS OF AN liXS!
33'
U.S. DEPARTMEN
NATIONAL OCEANIC AND
SPECIAL STUDIES DRANCH. OFFICE OF II
30'.
1ROLOGV, NATIONAL WEATHER SERVICE
118