HomeMy WebLinkAboutCT 90-26; CALAVERA HEIGHTS VILLAGE W,X&Y; Planning Commissionn
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I 100 YEAR FLOODPLAIN ANALYSIS
CALAVERA HILLS VILLAGES U, W, X. Y
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IN THE
CITY OF
CARLSBAD, CA
OCTOBER 23, 1990
W.O. # 346-34 OF
D.
Ag
( No.456
* Exp. 3/31/94
IVIL
CALW
BRADLEY(D. McMILLON, R.C.E. 44856
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100 YEAR FLOODPLAIN ANALYSIS
CALAVERA HILLS VILLAGES U. W, X. Y
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SUMMARY
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I Discharge quantities from Calavera Lake and surrounding areas are
based upon the City of Carlsbad master drainage plan. Along the
southeasterly boundary of Calavera Village "X", at what is now
farmland, a 100 year design flow of 2046cfs will be conveyed I through the creek.
I Inspection of aerial photographs indicate farmland in sections 1
and 2, and natural scrub vegetation in sections 2 through 7. Based
upon this situation, the Manning's roughness coefficient for the I channel and overbank areas are:
I Farmland n=0.060
Scrub vegetation n=0.070
I Because of the preliminary nature of this study, it is meant to
serve as a guide during the Tentative Map design of Calavera Hills,
and should not be used for the design of flood control facilities
I and/or flood insurance studies.
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BM ni C
W0:346-34 (overall)
WP:346.20c
10/23/90
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I A IRREGULAR CHANNEL WATER SURFACE PROFILE ANALYSIS
Study Name: Page Number
I The following study is based on the well known STANDARD STEP METHOD to
analyse gradually varied flow in an irregular channel. Energy-head
losses and corresponding notation used in the program are as follows:
I FRICTION LOSSES: n = Mannings friction factor
EDDY LOSSES: e = eddy loss coefficient
KINETIC ENERGY
I CORRECTION FACTOR: a = correction factor
The PROGRAM determines gradually varied flow water surface elevations
by balancing the classical energy equation between user-specified
I "energy balance" locations. All geometric and parameter information is
averaged between defined channel cross-sections by straight line
interpolation.
THE ONLY LOSSES INCLUDED ARE FRICTION AND EDDY LOSSES. The analysis
formulation and presentation of results follow the development given in
"OPEN CHANNEL HYDRAULICS", by Chow(1959).
I The PROGRAM will default to a flow-depth of CRITICAL DEPTH whenever the
flow regime changes between SUBcritical and SUPERcritical flow (or vice
I versa). Therefore, supercritical water surface information is not
computed in a subcritical flow model; nor is subcritical water surface
information developed in a supercritical flow model. In a subcritical
I flow model where flow may be supercritical, critical depth is assumed
as a minimum flow depth which exceeds the actual supercritical
flowdepth in the channel. Similarly in a supercritical flow model
critical depth is assumed as a maximum flow depth. Consequently, I rapidly varied flow effects, hydraulic jumps, and transitions between
flow regimes ARE NOT INCLUDED in the PROGRAM.
For this study, the following information is used:
I Channel flow(cfs) = 2046.0
Number of channel cross-sections = 7
I Number of Energy-Balance locations = 10
COMPUTER RESULTS are based upon SUBCRITICAL flow model with assumed
control water surface elevation(feet) = 70.00 at cross-section 1
I Special notation given in the computer results are as follows:
(1) SECT ..... the section number appears in the first column
whenever the energy-balance channel location occurs I at one of the defined channel cross-sections.
(2) FLOOD .... this word appears in the second column whenever the
estimated flowdepth exceeds either bank of the I channel section.
(3) EB.......the energy balance number is listed in column 3.
(4) P+M......the pressure-plus-momentum (in pounds force)
is provided in columns 10 and 11. I (5) STEEP.... this word appears in the last column whenever the
Channel Critical Depth exceeds the Normal Depth.
(6) MILD.....this word appears in the last column whenever the I Channel Critical Depth is less than the computed
Normal Depth.
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IRREGULAR CHANNEL WATER SURFACE PROFILE COMPUTATION
FOR SUBCRITICAL (SUPERCRITICAL) FLOW BY THE STANDARD STEP METHOD
(REF.: "OPEN CHANNEL FLOW HYDRAULICS",V.T.CHOW,MCGRAW-HILL, (1959))
(C) Copyright 1982-89 Advanced Engineering Software (aes)
Ver. 3.5A Release Date: 8/20/89 Serial # 4079
Analysis prepared by:
I HUNSAKER & ASSOCIATES
Irvine , Inc.
Planning * Engineering * Surveying
I Three Hughes, Irvine, California 92718 Ph. 714-583-1010
************************* DESCRIPTION OF STUDY **************************
* CALAVERA HILLS - VILLAGES U,W,X,Y *
I *
*
FILE NAME: 346.100
TIME/DATE OF STUDY: 16:30 10/23/1990
• CROSS-SECTION INFORMATION;
INFORMATION FOR CROSS-SECTION NUMBER:
I MANNINGS FRICTION FACTOR = .06000
KINETIC ENERGY CORRECTION FACTOR = 1.000
EDDY LOSS FACTOR = 1.000
I DISTANCE(ft.) TO CROSS-SECTION #1 = .00
NODAL POINT COORDINATE INFORMATION:
NODE NO. X(ft.) Y(elev.)
I l .00 75.00
2 185.00 70.00
3 200.00 67.00
I 220.00 70.00
5 390.00 75.00
6 470.00 80.00
I INFORMATION FOR CROSS-SECTION NUMBER: 2
MANNINGS FRICTION FACTOR = .07000
KINETIC ENERGY CORRECTION FACTOR = 1.000
I EDDY LOSS FACTOR = 1.000
DISTANCE(ft.) TO CROSS-SECTION #1 = 820.00
POINT COORDINATE INFORMATION: I NODAL
NODE NO. X(ft.) Y(elev.)
1 .00 85.00
I
2
3
15.00
255.00
80.00
75.00
4 370.00 73.00
5 385.00 75.00
6 520.00 80.00 I 7 670.00 85.00
INFORMATION FOR CROSS-SECTION NUMBER: 3
NODAL POINT
NODE NO.
1
2
3
4
5
6
7
8
9
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MANNINGS FRICTION FACTOR = .07000
KINETIC ENERGY CORRECTION FACTOR = 1.000
I EDDY LOSS FACTOR = 1.000
DISTANCE(ft.) TO CROSS-SECTION #1 = 1520.00
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NODAL POINT
NODE NO.
1
2
3
4
5
6
7
8
9
10
11
COORDINATE
X (ft.)
00
55.00
100.00
150.00
180.00
200.00
210.00
220.00
285.00
450.00
570.00
INFORMATION:
Y(elev.)
130.00
110.00
100.00
90.00
85.00
80.00
79.00
80.00
85.00
90.00
95.00
I INFORMATION FOR CROSS-SECTION NUMBER: 4
MANNINGS FRICTION FACTOR = .07000
KINETIC ENERGY CORRECTION FACTOR = 1.000
I EDDY LOSS FACTOR = 1.000
DISTANCE(ft.) TO CROSS-SECTION #1 = 2120.00
COORDINATE
X (ft.)
.00
20.00
40.00
70.00
150.00
190.00
230.00
440.00
510.00 INFORMATION FOR CROSS-SECTION NUMBER: == 5
MANNINGS FRICTION FACTOR = .07000
I KINETIC ENERGY CORRECTION FACTOR = 1.000
EDDY LOSS FACTOR = 1.000
DISTANCE(ft.) TO CROSS-SECTION #1 = 3020.00
INFORMATION:
Y(elev.)
130.00
120.00
110.00
100.00
90.00
88.00
90.00
95.00
100.00
NODAL POINT
NODE NO.
1 I 2
3
4
I S
6
7
I 8
9
10
COORDINATE
X (ft.)
00
60.00
115.00
140.00
200.00
300.00
375.00
390.00
420.00
480.00
INFORMATION:
Y(elev.)
140.00
130.00
120.00
110.00
100.00
93.00
100.00
110.00
125.00
150.00
Li INFORMATION FOR CROSS-SECTION NUMBER: 6
MANNINGS FRICTION FACTOR = .07000
KINETIC ENERGY CORRECTION FACTOR = 1.000
EDDY LOSS FACTOR = 1.000 I
DISTANCE(ft.) TO CROSS-SECTION #1 = 3420.00
NODE NO. X(ft.) Y(elev.)
1 .00 170.00
I 2
3
30.00
70.00
140.00
125.00
4 100.00 115.00
5 160.00 125.00
6 410.00 150.00
INFORMATION FOR CROSS-SECTION NUMBER: 7 --
FRICTION FACTOR = .07000 I MANNINGS
KINETIC ENERGY CORRECTION FACTOR = 1.000
EDDY LOSS FACTOR = 1.000
TO CROSS-SECTION #1 = 4020.00
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DISTANCE(ft.)
NODAL POINT COORDINATE INFORMATION:
NODE NO. X(ft.) Y(elev.)
.00 175.00 I i
2 70.00 155.00
3 80.00 150.00
I 4
5
90.00
110.00
145.00
140.00
6 120.00 137.00
7 130.00 140.00
I 8 190.00 150.00
9 270.00 175.00
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USER-SPECIFIED ENERGY-BALANCE CHANNEL LOCATIONS: I ENERGY BALANCE DISTANCE TO
LOCATION NUMBER CROSS-SECTION #1
1 300.00
I 2 600.00
3 900.00
4 1200.00
5 1500.00 I 6 1800.00
7 2100.00
I 8
9
2400.00
2700.00
10 3000.00
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I NODAL POINT COORDINATE INFORMATION:
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I ** SUBCRITICAL FLOW MODEL ** I
IRREGULAR CHANNEL WATER SURFACE PROFILE ANALYSIS (c) Copyright 1983-89 Advanced Engineering Softwarel I IStandard Step Method irregular channel anaLysis. Based on deveLopment in "ciu CHANNEL HYDRAULICS",CHOW(1959)1
STUDY NAME: Channel Flow = 2046.00 cfs PAGE NUMBER: + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
I LENGTHI WATER I FLOWS FLOW I FLOWI 2 1 TOTAL I HYDR IFRICTIONI AVERAGEI REACHI LOSSIEDDYI TOTAL
from ISURFACEIDEPTHI AREA I V IaV /29 HEAD IRADIUSI SLOPE I REACH ILENGTHI Hf ILOSSI HEAD I Fr
lCONTR0LI(eLev.) (ft)I(ft*ft)I(fps)j (ft) I (ft) I (ft) I Sf I Sf I (ft) I (ft)I(ft)l (ft)
I-------I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I-----l----1--------I-----I
I .01 72.141 5.141 289.51 7.071 7761 72.9131 1.551 .0455771 I I I I 72.9131*1.001
jSECT. ii I I I Ia=1.001 I In= .06001 I I I I ISTARTI I -------I -------I -----I -------I -----I ------I --------I ------I --------I --------I------I-----I----1--------I-----I
I 300.01 80.52111.331 3127.3 .651 0071 80.5301 6.031 .0000721 .0228241 300.01 6.851 .771 80.5291 .051
I 1 FLOOD IEB 11 1 Ia=1.00I I In= 0637P+M= 704481.101 e=1.000 I I I -------I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I-----I----I--------I-----I
I 600.01 80.561 9.171 2539.21 .811 .0101 80.5691 4 .771 .000166 .0001191 300.0 .041 .001 80.569 .061
I I IEB 21 I Ia=1.00I I 1n .0673IP+M= 472915.901 e=1.000 I I I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I -----I ----I --------I-----
900.01 80.691 7.011 1575.81 1.301 .0261 80.7191 3.39 .0007341 .0004501 300.01 .131 .021 80.7201 .121
I I IEB 3 1 I Ia=1.001 I In= 0700P+M= 230189.40 e=1.000 I I I -------I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I-----I----1--------I-----I
I 1200.01 81.761 5.501 624.91 3.271 .1671 81.9231 2.691 .0063601 .0035471 300.01 1.061 .141 81.9241 .35
I I IEB 61 I Ia=1.00I I In= .0700IP+M= 83641.841 e=1.000 I I I -------I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I-----l----I--------I-----I
I 1500.01 85.021 6.191 371.41 5.511 .4721 85.4901 3.021 .0153981 .0108791 300.01 3.261 .311 85.491 .561
jEB 51 I a=1.00 n= .0700 1P+M 70330.631 e1.000
I -------I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I-----l----I--------I-----
I 1800.01 89.071 5.871 520.81 3-931 .2401 89.3071 2.851 .0084931 .0119461 300.01 3.581 .231 89.3051 .41
I I IEB 61 I Ia=1.00I I In= .0700 IP+M= 78083.201 e=1.000 f I -------I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I -----I ----I--------I-----I
12100.01 92.441 4.741 476.61 4.291 .2861 92.7221 2.241 .0139461 .0112191 300.01 3.37 .051 92.7191 .511
I I IEB 7 1 I Ia=1.00I I In= .07001P+M= 62489.311 e=1.000 J I I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I-----I----I--------I-----I
I 2400.01 95 -54 1 5-99 1 688.51 2.971 .1371 95.6821 2.871 .0047951 .0093701 300.01 2.811 .151 95.6831 .311
I I IEB 81 I la=1.001 I In= .07001P+M= 95277.921 e=1.000
I -------I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I -----I----i--------I-----I
I 2700.01 97.251 6.031 579.81 3 .53 1 .1931 97.4431 2.93 .0065781 .0056861 300.01 1.711 .061 97.444 .361
I I IEB 91 I Ia=1.00I I In= .0700P+M= 85488.331 e=1.000 I I I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I -----I ----I --------I-----
I 3000.01 99.311 6.421 524.61 3.901 .2361 99.5471 3.19 .0071741 .0068761 300.01 2.061 .041 99.5491 .381
I IEB 101 1 Ia=1.00I I In= .0700IP+M= 85456.211 e=1.000
I -------I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I -----I----I--------I-----
3300.01 113.991 5 .591 215.81 9.481 1.3971 115.3891 2.761 .0516011 .029388 300.01 8.82I1.16 109.5241*1.001
I IEB 111 1 la=1.00I I In= .07001P+M= 62717.211 e=1.000 ISTEEPI
I -------I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I-----I----I--------I-----I
I 3600.01 128.511 6.911 205.81 9-94 1 1.5351 130.0461 3.271 .0451961 .0483991 300.0114.521 .141 130.047 .96
I IEB 121 I Ia=1.00I I In= .0700P+M= 68545.151 e=1.000
I -------I -----I -------I -----I ------I --------I ------I --------I --------I ------I -----I----I--------I-----I +-------------------------------------------------------------------------------------------------------------+
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STUDY NAME: Channel Flow = 2046.00 cfs PAGE NUMBER:
I+ I LENGTHS WATER I FLOWI FLOW I FLOWI 2 1 TOTAL I HYDR IFRICTI0NI AVERAGEI REACHI LOSSIEDDYI TOTAL
from ISURFACEIDEPTUI AREA I V JaV /291 HEAD IRADIUSI SLOPE I REACH ILENGIHI Hf ILOSSI HEAD I Fr
I lC0NTR01l(eLev.)I (ft)I(ft*ft)I(fps)I
------------
(ft) I
------------------
(It) I (ft) I Sf I sf I (ft) I (ft)I(ft)l (ft)
III
I 3900.01 140.431 7.831
III
249.51 8.201 1.0451
--------I ------I --------I
141.4711 3.541 .0277141
--------I ------I -----I ----I--------I-----I
.0364551 300.0 1 10.94 1 .49 1 141.4731 .761
I II lEa 131
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I In .0700IP+M= 71209.071 e=1.000 I I
--------I ------I --------I--------I------I-----I----1--------I-----I
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Hunsaker & Associates San Diego, Inc.
Planning Engineering Surveying
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PRELIMINARY HYDROLOGY STUDY
CALAVEPA HILLS
VILLAGES W, X, Y, K, H, U
AND L-2
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SEP 17 i9
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IN THE
CITY OF CARLSBAD
FOR
LYON COMMUNITIES
4330 LA JOLLA VILLAGE DRIVE
SUITE 130
SAN DIEGO, CA 92122
(f>r av""
MCMILLON RCE 44856
CITY 0
bEv&OP.
C.
OFESS,0,,
D.
No.44856
\ Exp.3131/94 J,
CIVI
OF uk~
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Li 10179 Huennekens Street • San Diego, CA 92121 S (619) 558-4500 • FA: (619) 558-1414
Qfjices: San Diego 'Irvine • Riverside/San Bernardino
David Hamniar 'Jack Hill • David Davis I
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CALAVERA HILLS - PRELIMINARY HYDROLOGY STUDY
I SUMMARY •
I DEVELOPED:
The basins labeled 1 through 9 on the hydrology map were
analyzed Using the Modified Rational Method. As described on Page I
4 of the ?aster Drainage Plan for The City of Carlsbad California
the runoff coefficients for Soil Group D were:
I Single family - 0.55
Multi units - 0.70
Asphalt pavement - 0.95
I Some of the drainage areas have 2 combinations of rural land
and pavement (i.e. street with 2:1 fill slope), these areas were
studies using a weighted runoff coefficient depending on its I specified land use.
Storm drains were sized as open channel flow using the land
I gradient as the friction slope. These pipe sizes are preliminary
estimates and may be subject to change once more is known about
this project.
I EXISTING:
Each basin was analyzed in its existing condition. Unless
I noted, the natural areas utilize a runoff coefficient for soil
group D, C=0.45. Discharges are compared with the developed
condition at discharge points of proposed storms.
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346-34
wp:346.54b
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METHOD OF ANALYSIS - -•
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The computer generated analysis for this watershed is I consistent with current engineering standards and requirements of'
San Diego. This report also contains hydraulic calculations for
street flow (depth) and curb inlet capacity. Hydraulic
I calculationS for the proposed storm drain are enclosed in this
section.
I RATIONAL METHOD
The most widely used hydrologic model for estimatory watershed I peak runoff rates in the rational method, it is applied to small
urban and semi-urban areas of less than 0.5 square miles in area.
The rational method equation relates storm rainfall intensity, a
I 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 I point of analysis.
C = A runoff coefficient representing the area-averaged
I ration of runoff to rainfall intensity.
I = The time-averaged rainfall intensity in inches per
1 hour corresponding to the time of concentrations.
A = The drainage basin area in acres.
I NODE-LINK STUDY
I The surface area of the basin is divided into basic areas
which discharge into different designated drainage basins. These
"sub-basinslf depend upon locations of inlets and ridge lines.
- SUBAREA SUMMATION MODEL
I This rational method modeling approach is widely used due to
its simplicity in application, andthe capability, for estimating
peak runoff rates throughout the interior of a study watershed
I analogous to the subarea model. The procedure for the Subarea
- Summation Model is as follows:
I (1). Subdivide the watershed into subareas
with the initial subarea being less than
10 acres in size (generally 1 lot will
I do), and the subsequent subareas
gradually increasing in size. Assign
upstream and downstream nodal point
numbers to each subarea in order to
I correlate calculations to the watershed
map.
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(2). Estimate a Tc by using a nomograph or
overland flow velocity estimation.
(3). Using T, detrmine the corresponding
values of 12 and C2 . Then Q = C 2 1 2A1.
(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 nodes 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. Where two or more links join together, the node is
analyzed by the confluence method described as follows:
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 basins times of
concentrations. This adjustment is based on the assumption
that each basins hydrographs are triangular in shape.
I (1). If the collection streams have the same
time of concentrations, then the Q values
are directly summed,
I Qp = Qa + b p = Ta = Tb
I (2). If the collections streams have different
times of concentrations, the smaller of
the tributary Q values may be adjusted as
I . follows:
(i) The most frequent case is where the
collection stream with the longer time of
I concentration has the larger Q. The smaller
Q value is adjusted by the ratio of rainfall
Intensities.
I b ('a'1) ; T, = Ta
In some cases, the collection stream
I with the shorter time of concentration has the
larger Q. Then the smaller Q is adjusted by
ratio of the P values.
I Qp = Qb + Qa (Tb/Ta) ; T = Tb
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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 is 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. V
REFERENCE
1. Hromadka, Theodore: COMPUTER METHODS IN URBAN HYDROLOGY:
Lighthouse Publications, 1983.
999
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wp:999.Ba
7/12/89
- - -- - --5 - _--_- .-
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION 1Q-YEAR C-HJ PRECIPITATION & FLOOD CONTROL
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I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
I 1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-89 Advanced Engineering Software (aes)
Ver. 5.4A Release Date:12/29/89 Serial # 4579
I Analysis prepared by:
HUNSAKER & ASSOCIATES
I Irvine , Inc.
Planning * Engineering * Surveying
Three Hughes, Irvine, California 92718 Ph. 714-583-1010
FILE NAME: 346.CAL
TIME/DATE OF STUDY: 21:24 9/11/1990
i-USER-SPECIFIED-HYDROLOGY-AND-HYDRAULIC-MODEL-INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.900
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
I SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUS USED
NOTE: ALL CONFLUENCE COMBINATIONS CONSIDERED
tFLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH(FEET) 100.00
UPSTREAMELEVATION = 420.00
DOWNSTREAM ELEVATION = 419.00
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.918
SUBAREA RUNOFF(CFS) = .54
,TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54
****************************************************************************
JFLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
1PSTREAN ELEVATION = 419.00 DOWNSTREAM ELEVATION = 392.00
STREET LENGTH(FEE) = 1130.00 CURB HEIGTH(INCHES) = 6.
TREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TPVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.40
I STREET FLOWDEPTH(FEET) = .39
HALFSTREET FI.bÔDWIDTH(FEET) = 13.10
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03
PRODUCT OF DEPTH&VELOCITY = 1.57
I STREETFLOW TRAVELTIME(MIN) = 4.67 TC(MIN) = 14.57
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.833
I SOIL CLASSIFICATION IS "D"
MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .6500
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 13.70
SUMMED AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 14.24 I END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 17.23
FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH*VELOCITY = 2.17
I
I
I
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.57
I RAINFALL INTENSITY(INCH/HR) = 3.83
TOTAL STREAM AREA(ACRES) = 5.70
PEAK FLOW RATE(CFS) AT CONFLUENCE 14.24
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2
t >>>>>RATIONAL-MErPHOD-INITIAL-SUBAREA-ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .6500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 420.00 I DOWNSTREAM ELEVATION = 419.00
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.100
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.598
SUBAREA RUNOFF(CrS) = .73
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .73
FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 6
1>>>>>COMPUTE -STREETFLOW-TRAVELTIME-THRU-SUBAREA<<<<<
UPSTREAM ELEVATION = 419.00 DOWNSTREAM ELEVATION = 392.00 ISTREET LENGTH(FEET) = 1200.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.20
STREET FLOWDEPTH(FEET) = .39
HALFSTREET FLOODWIDTH(FEET) 13.10
I
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.086
I SOIL CLASSIFICATION IS "D"
MOBILE HONE DEVELOPMENT RUNOFF COEFFICIENT = .6500
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRE$) = 5.00 TOTAL RUNOFF(CFS) =
END OF SUBAREA SPREETFLOW HYDRAULICS:
DEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) =
FLOW VELOCITY(FEET/SEC.) = 4.63 DEPTH*VELOCITY =
1
= 12.75
13.48
16.71
2.13
LI
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92
PRODUCT OF DEPTH&VELOCITY = 1.52
I STREETFLOW TRAVELTIME(MIN) = 5.10 TC(MIN) = 13.20
I FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT
I TIME OF CONCENTRATION(MIN.) = 13.20
RAINFALL INTENSITY(INCH/HR) = 4.09
TOTAL STREAM AREA(ACRES) = 5.00
PEAK FLOW RATE(CFS) AT CONFLUENCE =
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
STREAM 2 ARE:
13.48
I
** PEAK FLOW RATE. TABLE **
STREAM RUNOFF TIME
NUMBER (CFS) (MIN.)
i26.84 13.20
2 26.88 14.57
INTENSITY
(INCH/HOUR)
4.086
3.833
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 26.88 Tc(MIN.) = 14.57
TOTAL AREA(ACRES) = 10.70
,
FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 4
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE<<<<<
TDEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 24.2
IUPSTREAM NODE ELEVATION = 392.00
DOWNSTREAM NODE ELEVATION = 360.00
FLOWLENGTH(FEET) = 200.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = IIPEFLOW THRU SUBAREA(CFS) = 26.88
RAVEL TIME(MIN.) = .14 TC(MIN.) = 14.71
* *************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 1
-I ............................................................................
1 ** PEAK FLOW RATE
STREAM RUNOFF
NUMBER (CFS)
1 I 28.89
2 28.19
3 28.94
I >>>>>DESIGNATE I!DEPENDENT STREAM VOR CONFLUENCE<<<<<
I
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.71
RAINFALL INTENSITY(INCH/HR) = 3.81
TOTAL STREAM AREA(ACRES) = 10.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.88
I ***************************************************************************
FLOW PROCESS FROM NODE 8.00 TONODE 7.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D" I RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10-MINUTES ADDED = 14.02(MINUTES)
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00
UPSTREAM ELEVATION = 370.00
DOWNSTREAM ELEVATION = 360.00
I ELEVATION DIFFERENCE = 10.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.929
SUBAREA RUNOFF(CFS) = 2.12
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.12
I
I FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
'
TIME OF CONCENTPATION(MIN.) = 14.02
RAINFALL INTENSITY(INCH/HR) = 3.93
TOTAL STREAM AREA(ACRES) = 1.20
I PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.12
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
TABLE **
TIME
(MIN.)
13.33
14.02
14.71 COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
ITOTAL AREA(ACRES) =
INTENSITY
(INCH/HOUR)
4.059
3.929
3.810
ESTIMATES ARE AS FOLLOWS:
= 28.94 Tc(MIN.) = 14.71
11.90
T*************************************************************************
LOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1
SOIL CLASSIFICATION IS "D"
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 399.90
I DOWNSTREAM ELEVATION = 398.90
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.039
'
SUBAREA RUNOFF(CFS) = .42
TOTAL AREA(ACRES) = .10 TOTAL RtJNOFF(CFS) = .42
I FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6
I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU
UPSTREAM ELEVATION = 398.00 DOWNSTREAM ELEVATION = 390.00
I STREET LENGTH(FEET) = 830.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.48
STREET FLOWDEPTH(FEET) = .38
HALFSTREET FLOODWIDTH(FEET) = 12.77
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56
I
I
PRODUCT OF DEPTH&VELOCITY = .98
STREETF LOW TRAVELTIME(MIN) = 5.40 TC(MIN) = 12.60
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.209
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 7.96
SUNNED AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 8.38
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.24
FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY = 1.37
I FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE =
,
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
ITIME OF CONCENTRATION(MIN.) = 12.60
RAINFALL INTENSITY(INCH/HR) = 4.21
TOTAL STREAM AREA(ACRES) = 2.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.38
IFLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 2
>>>>>PATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
FOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 401.70
DOWNSTREAM ELEt/ATION'= 399.00
ELEVATION DIFFERENCE =- 2.70
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.171
*CAUTION: SUBA1EA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.477
SUBAREA RUNOFF(CFS) = .52
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .52
FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I UPSTREAM ELEVATION = 399.00 DOWNSTREAM ELEVATION = 390.00
STREET LENGTH(FEET) = 790.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.56
STREET FLOWDEPTH(FEET) = .46
I HALFSTREET FLOODWIDTH(FEET) = 16.82
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24
PRODUCT OF DEPTH&VELOCITY = 1.50
I STREETFLOW TRAVELTIME(MIN) = 4.06 TC(MIN) = 9.23
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.145
SOIL CLASSIFICATION IS "D"
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 17.65
SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 18.17
I END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .53 HALFSTREET FLOODWIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH*VELOCITY = 1.99
FLOW PROCESS FROM NODE 106.00 TO NODE 103.00 IS CODE = 1
t >>>>>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.) = 9.23
ITOTAL
RAINFALL INTENSITY(INCH/HR) = 5.15
STREAM AREA(ACRES) = 5.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.17
I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
1** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
I l25.02 9.23 5.145
2 23.24 12.60 4.209
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
I
I
1
PEAK FLOW RATE(CFS) = 25.02 Tc(MIN.) = 9.23
TOTAL AREA(ACRES) = 7.80
I ****************************************************************************
I
I
FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I
UPSTREAM ELEVATION = 399.50
DOWNSTREAM ELEVATION = 398.50
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.039
SUBAREA RUNOFF(CFS) = .42
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42
****************************************************************************
I
I
FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 398.50 DOWNSTREAM ELEVATION = 398.00
STREET LENGTH(FEET) = 100.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.58
STREET FLOWDEPTH(FEET) = .31
HALFSTREET FLOODWIDTH(FEET) = 9.30 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.61
PRODUCT OFDEPTH&VELOCITY = .50
STREETFLOW TRAVELTIME(MIN) = 1.04 TC(MIN) = 8.24
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.537
SOIL CLASSIFICATION IS "D"
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) = 2.33
SUMMED AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 2.75
END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20
FLOW VELOCITY(FEET/SEC.) = 1.71 DEPTH*VELOCITY = .63
I FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE =
I>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< - --
TOTAL NUMBER OF STREAMS = 2
ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.24
RAINFALL INTENSITY(INCH/HR) = 5.54
TOTAL STREAM AREA(ACRES) = .70
EAK FLOW RATE(CFS) AT CONFLUENCE = 2.75
I
FLOW PROCESS FROM NODE 111.00 TO NODE 110.00 Is CODE = 2
I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D" I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 399.40
I DOWNSTREAM ELEVATION = 398.00
ELEVATION DIFFERENCE = 1.40
URBAN SUBAREA OVERLAND TIME OF-FLOW(MINUTES) = 6.436
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.492
SUBAREA RUNOFF(CFS) = .45
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .45
***************************************************************************
FLOW PROCESS FROM NODE 111.00 TO NODE 110.00 IS CODE = 1
1->>>>>DESIGNATE -INDEPENDENT -STREAM-FOR-CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.44 I RAINFALL INTENSITY (INCH/HR) = 6.49
TOTAL STREAM AREA(ACRES) = .10
PEAK FLOW RATE(CPS) AT CONFLUENCE = .45
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1 2.80 6.44 6.492
2 3.14 8.24 5.537
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.14 Tc(MIN.) = 8.24
TOTAL AREA(ACRES) = .80
FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 3
1>>>>>COMPUTE -PIPEFLOW-TRAVELTIME -THRU-SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
JESTIMAT-E-D-PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.4
tOWNSTREAM
PSTREAN NODE ELEVATION = 398.00
NODE ELEVATION = 379.50
FLOWLENGTH(FEET) t= 320.00 MANNING'S N = .013
ISTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
IPEFLOW THRU SUBAREA(CFS) = 3.14
TRAVEL TIME(MIN.) = .57 TC(MIN.) = 8.81
1
I
I FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.81
I RAINFALL INTENSITY(INCH/HR) = 5.30
TOTAL STREAM AREA(ACRES) = .80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.14
FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I
I
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
UPSTREAM ELEVATION = 381.40
DOWNSTREAM ELEVATION = 379.50
ELEVATION DIFFERENCE = 1.90
• URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.358
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.777
SUBAREA RUNOFF(CFS) = 1.67
TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.67
IT
FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE =
[>>>>>DESIGNATE -INDEPENDENT -STREAM-FOR-CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 10.36
RAINFALL INTENSITY(INCH/HR) = 4.78 I TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.67
I **************************************************************************
FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 2
>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D" IU LTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
UPSTREAM ELEVATION = 381.40
I DOWNSTREAM ELEVATION = 379.50
ELEVATION DIFFERENCE = 1.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.358
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.777
UBAREA RUNOFF(CFS) = 1.00
OTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = 1.00
FLOW PROCESS FROM NODE 115.00 TO NODE 112.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I
I
I
I
I
1IJrPLj I'lU11t5.k( O1 b1k<Pd"Ib = i
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 10.36
RAINFALL INTENSITY(INCH/HR) = 4.78
TOTAL STREAM AREA(ACRES) = .30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK
STREAM
NUMBER
1
2
I 3 4
FLOW RATE TABLE **
RUNOFF TIME INTENSITY
(CFS) (MIN.) (INCH/HOUR)
4.88 7.02 6.137
5.54 8.81 5.304
5.50 10.36 4.777
5.50 10.36 4.777
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.54 Tc(MIN.) = 8.81
TOTAL AREA(ACRES) = 1.60
FLOW PROCESS FROM NODE 112.00 TO NODE 116.00 IS CODE = 3
F >>>COMPUTEPIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.3
NODE ELEVATION = 379.50
'
UPSTREAM
DOWNSTREAM NODE ELEVATION = 372.00
FLOWLENGTH(FEET) = 410.00 MANNING'S N .013
,
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS) =
= 18.00
5.54
NUMBER OF PIPES =
TRAVEL TIME(MIN-) = .94 TC(MIN.) = 9.75
FLOW PROCESS FROM NODE 112.00 TO NODE 116.00 IS CODE = 1
>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
ITIME
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
OF CONCENTRATION(MIN.) = 9.75
RAINFALL INTENSITY(INCH/HR) = 4.97
IOTAL STREAM AREA(ACRES) = 1.60
EAK FLOW RATE(CFS) AT CONFLUENCE = 5.54
11
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 2
I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D" I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00
UPSTREAM ELEVATION = 379.00
I DOWNSTREAM ELEVATION = 372.00
ELEVATION DIFFERENCE = 7.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.182
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.089
SUBAREA RUNOFF(CFS) = 2.86
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.86
FLOW PROCESS FROM NODE 118.00 TO NODE 116.00 IS CODE = 1
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.18
I RAINFALL INTENSITY(INCH/HR) = 4.09
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.86
I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.09 Tc(MIN.) 11.30
TOTAL AREA(ACRES) = 2.60 I =
I FLOW PROCESS FROM NODE 116.00 TO NODE 119.00 IS CODE = 3
1>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
IDEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.8
UPSTREAM NODE ELEVATION = 372.00
IDOWNSTREAM NODE ELEVATION = 367.00
FLOWLENGTH(FEET) = 290.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 8.09
• STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
i6.95 8.00 5.644 I 2 7.90 9.75 4.968
3 8.09 11.30 4.515
l 4
5
8.09
7.84
11.30
13.18
4.515
4.089
TRAVEL TIME(MIN.) = .62 TC(MIN.) = 11.92
FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 2
[->>>>>RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I UPSTREAM ELEVATION = 370.30
DOWNSTREAM ELEVATION = 368.00
ELEVATION DIFFERENCE = 2.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.455
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.224
SUBAREA RUNOFF(CFS) = .51
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .51
***************************************************************************
FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 6
I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU
I UPSTREAM ELEVATION = 368.00 DOWNSTREAM ELEVATION = 365.00
STREET LENGTH(FEET) = 280.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTflIE COMPUTED USING MEAN FLOW(CFS) = 5.75
STREET FLOWDEPTH(FEET) = .34
HALFSTREET FLOODWIDTH(FEET) = 10.46
l
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37
PRODUCT OF DEPTH&VELOCITY = .80
STREETFLOW TRAVELPIME(MIN) = 1.97 TC(MIN) = 7.42
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.922
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
I SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 10.36
SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 10.87
END OF SUBAREA STREETFLOW HYDRAULICS:
I DEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35
FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY = 1.12
I FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.42
RAINFALL INTENSITY(INCH/HR) = 5.92
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.87
FLOW PROCESS FROM NODE 124.00 TO NODE 123.00 IS CODE = 2
I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
U INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 570.00
UPSTREAM ELEVATION = 376.00
DOWNSTREAM ELEVATION = 367.00 I ELEVATION DIFFERENCE = 9.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) =
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
I NOMOGRAPH DEFINITION. EXTRAPOLATION OF MONOGRAPH
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.155
SUBAREA RUNOFF(CFS) = 4.76
TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS) =
5.536
USED.
4.76
****************************************************************************
FLOW PROCESS FROM NODE 124.00 TO NODE 123.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TurAlj 1,4Ur'1Ji.k( UI STREAMS =
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(NIN.) = 5.54
RAINFALL INTENSITY(INCH/HR) = 7.16
TOTAL STREAM AREA(ACRES) = .70
I PEAK FLOW PATE(CFS) AT CONFLUENCE = 4.76
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
I NUMBER (CFS) (MIN.) (INCH/HOUR)
1 13.75 5.54 7.155
2 14.81 7.42 5.922
I COMPUTED CONFLUENCE ESTIMATES
IT
ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 14.81 Tc (MIN.) = 7.42
,TOTAL AREA(ACRES) = 3.30
1FLOW PROCESS FROM NODE 123.00 TO NODE 119.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TTOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
,
TIME OF CONCENTRATION(MIN.) = 7.42
RAINFALL INTENSITY(INCH/HR) = 5.92
TOTAL STREAM AREA(ACRES) = 3.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.81
1
FLOW PROCESS FROM NODE 116.00 TO NODE 119.00 IS CODE = 7
I
F~
'El
I
I
BASIN 2
I
El
En
Ii
I
n
El
El
L
I
El
n
El
7
I---------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 11.92 RAIN INTENSITY(INCH/HOUR) = 4.36
TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 8.09
FLOW PROCESS FROM NODE 116.00 TO NODE 119.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
- TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRM'ION(MIN.) = 11.92
RAINFALL INTENSITY(INCH/HR) = 4.36
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.09
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR)
1 18.69 5.54 7.155
2 20.77 7.42 5.922
I 3 19.00 11.92 4.363
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
,
PEAK FLOW RATE(CFS) = 20.77
TOTAL AREA(ACRES) = 5.90
Tc(MIN.) = 7.42
IFLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 2
I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .6500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
UPSTREAM ELEVATION = 372.00
DOWNSTREAM ELEVATION = 350.00
I ELEVATION DIFFERENCE = 22.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.040
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
I NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.340
SUBAREA RUNOFF(CFS) = 4.78
OTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 4.78
_[LOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
' INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 408.60
DOWNSTREAM ELEVATION = 407.60
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.039
SUBAREA RUNOFF(CFS) =. .42
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42
I FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 6
f >>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
PSTREAM ELEVATION = 407.60 DOWNSTREAM ELEVATION = 371.00
STREET LENGTH(FEET) = 620.00 CURB HEIGTH(INCHES) = 6.
I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.39
I STREET FLOWDEPTH(FEET) = .30
HALFSTREET FLOODWIDTH(FEET) = 8.73
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.99
PRODUCT OF DEPTH&VELOCITY = 1.50
I STREETFLOW TRAVELTIME(MIN) = 2.07 TC(MIN) = 9.27
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.131
I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 7.90
,
SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 8.32
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.62
FLOW VELOCITY(FEET/SEC.) = 5.67 DEPTH*VELOCITY = 2.03
IFLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE 3
>>>>>COMPUTE PIPErLOW TRAVELTIME THRU SUBAREA<<<<<
f>>>USIN0 COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
PTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES
PIPEFLOW VELOCIT1(FEET/SEC.) = 6.9
'
UPSTREAM NODE ELEVATION = 771.00
DOWNSTREAM NODE ELEVATION = 770.00
FLOWLENGTH(FEET) = 80.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 8.32
RAVEL TIME(MIN.) = .19 TC(MIN.) = 9.46
* **************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 1
I >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
OTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.46
RAINFALL INTENSITY(INCH/HR) = 5.06
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.32 I
I FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I UPSTREAM ELEVATION = 410.00
DOWNSTREAM ELEVATION = 409.00
ELEVATION DIFFERENCE = 1.00
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.039
SUBAREA RUNOFF(CFS) = .42
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42 I
I FLOW PROCESS FROM NODE 206.00 TO NODE 204.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I UPSTREAM ELEVATION = 409.00 DOWNSTREAM ELEVATION = 374.40
STREET LENGTH(FEET) = 630.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.52
STREET FLOWDEPTH(FEET) = .27
1 HALFSTREET FLOODWIDTH(FEET) = 6.99
AVERAGE FLOW VELOCITY(FEET/SEC..) = 4.16
PRODUCT OF DEPTH&VELOCITY = 1.11
I STREETFLOW TRAVELTIME(MIN) = 2.53 TC(MIN) = 9.73
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.974
SOIL CLASSIFICATION IS "D"
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.18
SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.60
END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.73
FLOW VELOCITY(FEET/SEC.,) = 5.23 -- DEPTH*VELOCITY = 1.57
FLOW PROCESS FROM NODE 206.00 TO NODE 204.00 IS CODE =
U >>>>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.) = 9.73 1 RAINFALL INTENSITY(INCH/HR) = 4.97
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.60
I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
I 112.84 9.46 5.063
2 12.78 9.73 4.974
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.84 Tc(MIN.) = 9.46
TOTAL AREA(ACRES) = 3.60
FLOW PROCESS FROM NODE 204.00 TO NODE 207.00 IS CODE = 3
t >>>>>COMPUTE-PIPEFLOW-TRAVELTIME-THRU-SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
IDEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES -
PIPEFLOW VELOCITY(FEET/SEC.) = 12.1
UPSTREAM NODE ELEVATION = 371.00
I DOWNSTREAM NODE ELEVATION = 358.00
FLOWLENGTH(FEET) = 320.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
I PIPEFLOW THRU SUBAREA(CFS) = 12.84
TRAVEL TINE(MIN.) = .44 TC(MIN.) = 9.90
I **************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 2
METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
ISINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 408.60
I DOWNSTREAM ELEVATION = 407.60
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.918
IUBAREA RUNOFF(CFS) = .27
OTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27
* *************************************************************************
FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 2
METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
IU LTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 395.40
DOWNSTREAM ELEVATION = 394.40
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100YEAR RAINFALL INTENSITY(INCH/HOUR) 6.039
SUBAREA RUNOFF(CFS) = .42
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42
I
I
FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 6
>>>>>COMPUTE STRETFLOW TRAVELTIME THRU SUBAREA<<<cz<
UPSTREAM ELEVATION = 394.40 DOWNSTREAM ELEVATION = 359.00
STREET LENGTH(FEET) = 720.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(?EET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.43
STREET FLOWDEPTH(FEET) = .34
HALFSTREET FLOODWIDTH(FEET) = 10.46 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.30
PRODUCT OF DEPTH&VELOCITY = 1.78
STREETFLOW TRAVELTIME(MIN) = 2.26 TC(MIN) = 9.46
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.063
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 12.05
SUMMED AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 12.47
END OF SUBAREA STREETFLOW HYDRAULICS:
I DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.93
FLOW VELOCITY(FEET/SEC.) = 6.06 DEPTH*VELOCITY = 2.45
I FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE =
I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.46
RAINFALL INTENSITY(INCH/HR) = 5.06
STREAM AREA(ACRES) = 3.50 ,TOTAL
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.47
LOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 2
>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
ILTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 399.50
DOWNSTREAM ELEVATION = 398.50
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.039
UBAREA RUNOFF(CFS) = .42
1=
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.46
RAINFALL INTENSITY(INCH/HR) = 5.06
TOTAL STREAM AREA(ACRES) = 6.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.35
I FLOW PROCESS FROM NODE 204.00 TO NODE 207.00 IS CODE = 7
I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 9.90 PAIN INTENSITY(INCH/HOUR) = 4.92
TOTAL AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 12.84
I***************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 207.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
• TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.90
RAINFALL INTENSITY(INCH/HR) = 4.92
I
TOTAL STREAM AREA (ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.84
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
I STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 36.82 9.46 5.063
I
2 36.94 9.62 5.011
3 36.73 9.90 4.918
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
I PEAK FLOW RATE(CPS) = 36.94 Tc(MIN.) = 9.62
TOTAL AREA(ACRES) = 10.50
I **************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 214.00 IS CODE = 3
f >>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
IDEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES -
PIPEFLOW VELOCITY(FEET/SEC.) = 14.9
UPSTREAM NODE ELEVATION = 357.90
OWNSTREAN NODE ELEVATION = 350.40
LOWLENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES =
IPEFLOW THRU SUBAREA(CFS) = 36.94
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42
FLOW PROCESS FROM NODE 213.00 TO NODE 211.00 IS CODE = 6
------------------------- -------------- ------------------ ---------------------
>>>>>COMPUTE STREETFLOW TRAVELTINE THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 398.50 DOWNSTREAM ELEVATION = 359.00 I STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.27
STREET FLOWDEPTH(FEET) = .34
HALFSTREET FLOODWIDTH(FEET) = 10.46
I AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.17
PRODUCT OF DEPTH&VELOCITY = 1.74
STREETFLOW TRAVELTIME(MIN) = 2.42 TC(MIN) = 9.62
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.011
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
I SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF (CFS) = 11.58
SUMMED AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 12.00
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35
FLOW VELOCITY(FEET/SEC.) = 6.31 DEPTH*VELOCITY = 2.48
I FLOW PROCESS FROM NODE 213.00 TO NODE 211.00 IS CODE = 1
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.62
RAINFALL INTENSITY(INCH/HR) = 5.01
I
I
TOTAL STREAM AREA(ACRES) = 3.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE ** I STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 24.35 9.46 5.063
2 24.34 9.62 5.011
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
I PEAK FLOW RATE(CFS) = 24.35 Tc(MIN.) = 9.46
TOTAL AREA(ACRES) = 6.90
IFLOW PROCESS FROM NODE 211.00 TO NODE 207.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TRAVEL TIME(MIN.) = .22 TC(MIN.) = 9.84
FLOW PROCESS FROM NODE 207.00 TO NODE 214.00 IS CODE = 1
[->>>>>DESIGNATE -INDEPENDENT-STREAM -FOR-CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.84
RAINFALL INTENSITY(INCH/HR) = 4.94 I TOTAL STREAM AREA(ACRES) = 10.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.94
I FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
I MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .6500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 175.00
UPSTREAM ELEVATION = 357.90
DOWNSTREAM ELEVATION = 350.40
ELEVATION DIFFERENCE = 7.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.597
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION.EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.390
SUBAREA RUNOFF(CFS) = 1.66
TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.66
***************************************************************************
FLOW PROCESS FROM NODE 218.00 TO NODE 214.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRATION(MIN.) = 6.60
RAINFALL INTENSITY(INCH/HR) = 6.39
TOTAL STREAM AREA(ACRES) = .40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.66
FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00 I UPSTREAM ELEVATION = 358.00
DOWNSTREAM ELEVATION = 350.40
ELEVATION DIFFERENCE = 7.60
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.549
STREAM RUNOFF TIME
NUMBER (CFS) (MIN.)
1 26.15 5.00
2 31.01 6.60
3 38.59 9.69
4 38.70 9.84
5 38.45 10.12
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 38.
TOTAL AREA(ACRES) = 11.00
I
I
I
INTENSITY
(INCH/HOUR)
7.641
6.390
4.987
4.938
4.848
ARE AS FOLLOWS:
70 Tc(MIN.) = 9.84
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIMEOF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
SUBAREA RUNOFF(CFS) = .73
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .73
FLOW PROCESS FROM NODE 216.00 TO NODE 214.00 Is CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 5.00
RAINFALL INTENSITY(INCH/HR) = 7.64
TOTAL STREAM AREA(ACRES) = .10
PEAK FLOW RATE(CFS) AT CONFLUENCE = .73
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
I
[1
IFLOW PROCESS FROM NODE 214.00 TO NODE 219.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.84
ITOTAL
RAINFALL INTENSITY(INCH/HR) = 4.94
STREAM AREA(ACRES) = 11.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.70
I
I
,
FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00
UPSTREAM ELEVATION = 380.20
I
P
H
I
DOWNSTREAM ELEVATION = 354.50
ELEVATION DIFFERENCE = 25.70
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.069
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.111
SUBAREA RUNOFF(CFS) = 5.71
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 5.71
I FLOW PROCESS FROM NODE 221.00 TO RODE 219.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
VALUES USED FOR INDEPENDENT STREAM 2 ARE: I CONFLUENCE
TIME OF CONCENTRATION(MIN.) = 7.07
RAINFALL INTENSITY(INCH/HR) = 6.11
STREAM AREA(ACRES) = 1.10 I TOTAL
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.71
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
RUNOFF TIME INTENSITY I STREAM
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 30.72 5.00 7.641
I 2 36.47 6.60
3 37.21 7.07
6.390
6.111
4 43.25 9.69 4.987
5 43.31 9.84 4.938 I 6 42.98 10.12 4.848
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
FLOW RATE(CFS) = 43.31 Tc(MIN.) = 9.84 I PEAK
TOTAL AREA(ACRES) = 12.10
I
II
**************************************************************************
FLOW PROCESS FROM NODE 219.00 TO NODE 222.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 17.8
UPSTREAM NODE ELEVATION = 350.00
DOWNSTREAM NODE ELEVATION = 342.00 I FLOWLENGTH(FEET) = 150.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 43.31
1TRAVEL TIME(MIN.) = .14 TC(MIN.) = 9.98
FLOW PROCESS FROM NODE 219.00 TO NODE 222.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.98
RAINFALL INTENSITY(INCH/HR) = 4.89
TOTAL STREAM AREA(ACRES) = 12.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.31
I ***************************************************************************
FLOW PROCESS FROM NODE 223.00 TO NODE 224.00 IS CODE = 2
I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 347.00
DOWNSTREAM ELEVATION = 346.00
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.039
SUBAREA RUNOFF(CFS) = .42
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42
I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 224.00 TO NODE 222.00 IS CODE = 6
I>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 346.00 DOWNSTREAM ELEVATION = 345.00
STREET LENGTH(FEET) = 180.00 CURB HEIGTH(INCHES) = 6.
I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.00
I STREET FLOWDEPTH(FEET) = .31
HALFSTREET FLOODWIDTH(FEET) 9.30
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.52
PRODUCT OF'DEPTH&VELOCITY = .48 I STREETFLOW TRAVELTIME(MIN) = 1.97 TC(MIN) = 9.17
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.167
I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 5.06
I SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 5.49
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.62
,FLOW VELOCITY(FEET/SEC.) = 1.87 DEPTH*VELOCITY = .67
****************************************************************************
FLOW PROCESS FROM NODE 224.00 TO NODE 222.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
- - - - - - - - - - - - - - - - - =
TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.17
RAINFALL INTENSITY(INCH/HR) = 5.17
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.49
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 34.50 5.15 7.493
2 40.97 6.74 6.301
3 41.91 7.21 6.032
4 46.85 9.17 5.167
5 48.50 9.83 4.941
6 48.51 9.98 4.893
7 48.09 10.26 4.805
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 48.51 Tc(MIN.) = 9.98
TOTAL AREA(ACRES) = 13.60
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 2
[>>>>>RATIONAL-METHOD-INITIAL -SUBAREA-ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 412.50 I DOWNSTREAM ELEVATION = 411.50
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.039
SUBAREA RUNOFF(CFS) = .42
TOTAL AREA(ACRES) = .10 TOTAL RtJNOFF(CFS) = .42
**************************************************************************
I
I
FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 6
>>>>>COMPtJTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 411.50 DOWNSTREAM ELEVATION = 378.70
STREET LENGTH(FEET) = 550.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
,SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.25
STREET FLOWDEPTH(FEET) = .30
HALFSTREET FLOODWIDTH(FEET) = 8.73
' AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.83
PRODUCT OF DEPTH&VELOCITY = 1.45
STREETFLOW TRAVELTIME(MIN) = 1.90 TC(MIN) = 9.10
I
I
I
I
L
I
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.194
SOIL CLASSIFICATION IS "D"
U MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 7.64
SUMMED AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 8.06
I END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04
FLOW VELOCITY(FEET/SEC.) = 6.03 DEPTH*VELOCITY = 2.09
FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE =
i->>>>>DESIGNATE-INDEPENDENT -STREAM-FOR-CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.10
RAINFALL INTENSITY(INCH/HR) = 5.19
I TOTAL STREAM AREA(ACRES) = 2.20
PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.06
I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 2
-
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 397.00
I DOWNSTREAM ELEVATION = 396.00
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100 YEAR RAINFALL INTENSITY(INCH/HOtJR) = 6.039
I SUBAREA RUNOFF(CFS) = .42
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42
FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 396.00 DOWNSTREAM ELEVATION = 385.00
ISTREET
STREET LENGTH(FEET) = 440.00 CURB HEIGTH(INCHES) = 6.
HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.12
STREET FLOWDEPTH(FEET) = .28
HALFSTREET FLOODWIDTH(FEET) = 7.57
I AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.98
PRODUCT OF DEPTH&VELOCITY = .83
STREETFLOW TRAVELTIME(MIN) = 2.46 TC(MIN) = 9.66
'
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.996
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 7.34
SUMMED AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 7.77
END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.88
FLOW VELOCITY(FEET/SEC.) = 3.55 DEPTH*VELOCITY = 1.15
I FLOW PROCESS FROM NODE 307.00 TO NODE 304.00 IS CODE = 3
I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<<
PIPE DIAMETER(INCH) INCREASED TO 18.000 I ESTIMATED
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.9
NODE ELEVATION = 382.00 I UPSTREAM
DOWNSTREAM NODE ELEVATION = 378.00
FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 7.77
TRAVEL TIME(MIN.) = .20 TC(MIN.) = 9.86
I FLOW PROCESS FROM NODE 307.00 TO NODE 304.00 IS CODE =
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.86
RAINFALL INTENSITY(INCH/HR) = 4.93
I TOTAL STREAM AREA(ACRES) = 2.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.77
t FLOW PROCESS FROM NODE, 308.00 TO NODE 304.00 IS CODE = 2
1>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 379.00
DOWNSTREAM ELEVATION = 378.00
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.039
I SUBAREA RUNOFF(CFS) = 2.11
TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 2.11
IFLOW PROCESS FROM NODE 308.00 TO NODE 304.00 IS CODE = 1
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
Li
Li
I
I
P', BASIN
H
Li
I
I
I
I
Li
I
I
I
I
Li
I
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 7.20 I RAINFALL INTENSITY(INCH/HR) = 6.04
TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.11
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
I ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR) I i15.38 7.20 6.039
2 17.25 9.10 5.194
3 17.14 9.86 4.930
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 17.25 Tc(MIN.) = 9.10
TOTAL AREA(ACRES) = 4.90 1
IFLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I UPSTREAM ELEVATION = 356.00
DOWNSTREAM ELEVATION = 355.00
ELEVATION DIFFERENCE = 1.00
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.039
SUBAREA RUNOFF(CFS) = .42
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42
IFLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I UPSTREAM ELEVATION =
---------------------------------------
356.00 DOWNSTREAM ELEVATION = 340.40
STREET LENGTH(FEET) = 600.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.12
STREET FLOWDEPTH(FEET) = .28
I HALFSTREET FLOODWIDTH(FEET) = 7.57
AVERAGE FLOW VELOCITY(FEET/SEc.) = 2.98
PRODUCT OF DEPTH&VELOCITY = .83
1STREETFLOW TRAVELTIME(MIN) = 3.36 TC(MIN) = 10.56
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.718
SOIL CLASSIFICATION IS "D" VLTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
BAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 7.27
SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 7.69
ND OF SUBAREA STREETFLOW HYDRAULICS:
I DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.88
FLOW VELOCITY(FEET/SEC.) = 3.51 DEPTH*VELOCITY = 1.14
****************************************************************************
FLOW PROCESS FROM NODE 403.00 TO.ODE 404.00 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.) = 10.56
I RAINFALL INTENSITY(INCH/HR) = 4.72
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.69
I ****************************************************************************
I FLOW PROCESS FROM NODE 405.00 TO NODE 404.00 Is CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
I UPSTREAM ELEVATION = 342.00
DOWNSTREAM ELEVATION = 339.00
ELEVATION DIFFERENCE = 3.00
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.895
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.269
SUBAREA RUNOFF(CFS) = 4.80
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.80
FLOW PROCESS FROM NODE 405.00 TO NODE 404.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRATION(MIN.) = 8.90
RAINFALL INTENSITY(INCH/HR) = 5.27
TOTAL STREAM AREA(ACRES) = 1.30
I PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.80
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
I
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.68 8.90 5.269
2 11.98 10.56 4.718
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.98 Tc(MIN.) = 10.56
TOTAL AREA(ACRES) = 3.60
n
I
BASIN 5
I
I
LI
I
I
I
I
I
I
I
I
I
j
1
LII
I
ICAW PROCESS FROM NODE 501.00 TO NODE 502.00 Is CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 359.00
DOWNSTREAM ELEVATION = 358.00
ELEVATION DIFFERENCE = 1.00
URBANSUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.039
SUBAREA RUNOFF(CFS) = .42
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42
I FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< USESR EAM ELEVATION = 358.00 DOWNSTREAM ELEVATION = 354.00
STREET LENGTH(FEET) = 550.00 CURB HEIGTH(INCHES) = 6.
I. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.88
I STREET FLOWDEPTH(FEET) = .37
HALFSTREET FLOODWIDTH(FEET) = 12.20
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14
PRODUCT OF DEPTH&VELOCITY = .79 I STREETFLOW TRAVELTIME(MIN) = 4.28 TC(MIN) = 11.48
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.471
I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 12.83
SUMMED AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 13.25 I END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.66
FLOW VELOCITY(FEET/SEC.) = 2.58 DEPTH*VELOCITY = 1.13 I
I FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.48
I RAINFALL INTENSITY(INCH/HR) = 4.47
TOTAL STREAM AREA(ACRES) = 4.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.25
FLOW PROCESS FROM NODE 505.00 TO NODE 504.00 IS CODE = 2 Ir
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
I UPSTREAM ELEVATION = 376.00
DOWNSTREAM ELEVATION = 354.00
ELEVATION DIFFERENCE = 22.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITIOIt. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLEMGTH EXCEEDS COUNTY
I NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH
TIME OF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFAtIL INTENSITY(INCH/HOUR) = 7.641
I SUBAREA RUNOFF(C'S) = 4.36
TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) =
4.289
USED.
4.36
I FLOW PROCESS FROM NODE 505.00 TO NODE 504.00 IS CODE = 1
• >>>>>DESIGNAPE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USEb FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.00
RAINFALL INTENSIY(INCH/HR) = 7.64
I
I
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.36
RAINFALL INTENSI'tY ANt) TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE ** I STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.11 5.00 7.641
I 2 15.80 11.48 4.471
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CF) = 15.80 Tc(MIN.) = 11.48 I TOTAL AREA(ACRES) = 4.80
I FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE =
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.48
RAINFALL INTENSITY(INCH/HR) = 4.47
TOTAL STREAM AREA(ACRES) = 4.80
I PEAK FLOW RATE(CF) AT CONFLUENCE = 15.80
FLOW PROCESS FROM NODE '
507.00 TO NODE 506.00 IS CODE 2
I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICA!ON IS "D"
I INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 670.00
UPSTREAM ELEVATION = 376.00
DOWNSTREAM ELEVATION = 354.00 I ELEVATION DIFFERENCE = 22.00
URBAN SUBAREA OVERLAND TIME OF -FLOW(MINUTES) = 4.702
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
I TINE OF CONCEN'RATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
SUBAREA RUNOFF(CPS) = 4.36
TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 4.36
FLOW PROCESS FROM NODE 507.00 TO NODE 506.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRATIOI4(MIN.) = 5.00
RAINFALL INTENSITY(flCH/HR) = 7.64
TOTAL STREAM AREA(ACRES) = .60
I PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.36
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
I NUMBER (CFS) (MIN.) (INCH/HOUR)
1 16.47 5.00 7.641
2 16.41 5.00 7.641
I 3 18.3$ 11.48 4.471
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CPS) = 18.35 Tc(MIN.) = 11.48
TOTAL AREA(ACRES) = 5.40
I FLOW PROCESS FRO$ NODE 506.00 TO NODE 509.00 IS CODE = 3
>>>>>COMPUTE PIP1FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>tJSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 18.0 INCH
I PIPEFLOW VELOCIT(FEET/SEC.)
UPSTREAM NODE ELEVATION =
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) 440.00
PIPE IS 14.2 INCHES
= 12.3
354.00"
338.00
MANNING'S N = .013
AND TIME OF CONCENTRATION RATIO
USED FOR 2 STREAMS.
TABLE **
TIME
(MIN.)
5.00
5.61
5.61
INTENSITY
(INCH/HOUR)
7.641
7.097
7.097
ESTIMATED PIPE DIAI4ETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREACFS) = 18.35
TRAVEL TIME(NIN.) = .60 TC(MIN.) = 12.07
I ************************************************************************
FLOW PROCESS FROM NODE 506.00 TO NODE 509.00 IS CODE =
F >>>>>DESIGNATE IIDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUE USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRAIONMIN.) = 12.07
RAINFALL INTENSITY(INCH/HR) = 4.33
TOTAL STREAM AREA(ACRES) = 5.40
PEAK FLOW RATE(CF) At CONFLUENCE = 18.35
t FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ISOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00
UPSTREAM ELEVATION = 354.00
DOWNSTREAM ELEVATION = 338.00
ELEVATION DIFFERENCE = - 16.00
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.683
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. E)RAPOLATION OF NOMOGRAPH USED.
I TIME OF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALt IW1ENSITY(INCH/HOUR) = 7.641
SUBAREA RUNOFF(CFS) = 2.90
TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 290
****************************************************************************
t FLOW PROCESS PROM NODE 511.00 TO NODE 509.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF 9tREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.00
RAINFALL INTENSITY(INCH/HR) = 7.64
TOTAL STREAM AREA(ACRES) = .40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.90
RAINFALL INTENSITY
I CONFLUENCE FORMULA
** PEAK FLOW 1?7PP
STREAM I NUMBER
1
I
RUNOFF
(CFS)
18.20
19.16
19.16
4 20.00 12.07 4.327
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CF) = 20.00 Tc(MIN.) = 12.07
TOTAL AREA(ACRES) = 5.80
I
I FLOW PROCESS FROM NODE 509.00 TO NODE 512.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTINE THRU SUBAREA<z<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 1__D=E==PTH==O=F==F=L0=W==IN 18.0 INCH PIPE IS 11.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 17.3
I UPSTREAM NODE ELEVATION = 338.00
DOWNSTREAM NODE ELEVATION = 330.00
FLOWLENGTH(FEET) 100.00 MANNING'S N = .013
I ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBREA(CFS) 20.00
TRAVEL TIME(MIN.) = .10 TC(MIN.) = 12.17
L *************************************************************************
FLOW PROCESS FROM NODE 509.00 TO NODE 512.00 IS CODE =
F>>>DESIGNATE INPEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.17
RAINFALL INTENSITY(INCH/HR) = 4.30
I TOTAL STREAM AREA(ACRES) = 5.80
PEAK FLOW RATE(CF) AT CONFLUENCE = 20.00
I* **************************************************************************
FLOW PROCESS FROM NODE 513.00 TO NODE 514.00 IS CODE = 2
SOIL CLASSIFICATION IS "D"
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00
UPSTREAM ELEVATION = 354.00
I DOWNSTREAM ELEVATION = 330.00
ELEVATION DIFFERENCE = 24.00
URBAN SUBAREA O 4IERLAND TIME OF FLOW(MINUTES) = 10.334
*CAUTION: SUBA1A SLOPE EXCEEDS COUNTY NOMOGRAPH
I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBARA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
I 100 YEAR RAINFALL IWEENSITY(INCH/HOUR) = 4.784
SUBAREA RUNOFF(CFS) = 1.34
TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.34
*********************c****************************************************
FLOW PROCESS FROM NODE 514.00 TO NODE 512.00 IS CODE = 1
I ---------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I TOTLNtJMBEROFThEAM- --
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRATIO$(MIN.) = 10.33
RAINFALL INTENSITY(DtCH/HR) = 4.78
TOTAL STREAM AREA(ACRES) = .40
PEAK ?LOW RATE (CIS) AT CONFLUENCE = 1.34
RAINFALL INTENSITY AD TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS)
1 19.0
(MIN.)
5.10
(INCH/HOUR)
7.545
2 20.00 5.70 7.019
3 20.0w 5.70 7.019
19.3
10.33 4.784
5 21.26 12.17 4.305
COMPUTED CONFLUEI4CE
PEAK FLOW RATE (CFS)
ESTIMATES
= 21.20
ARE AS FOLLOWS:
Tc (MIN.) = 12.1,,
TOTAL AREA(ACRES) = 6.20
FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 3
I >>>>>COMPUTE PIPtFLOW TRAVELTIME THRU
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 15.6
UPSTREAM NODE ELEVATION = 330.00
I DOWNSTREAM NODE ELEVATION = 300.00
FLOWLENGTH(FEET) = 500.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
I PIPEFLOW THRU SUAREA(CFS) = 21.20
TRAVEL TIME(MIN.) = .54 TC(MIN.) = 12.71
I FLOW PROCESS FROM NODE 514.00 TO NODE 515.00 IS CODE = 2
>>>>>PATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
UPSTREAM ELEVATION = 330.00
DOWNSTREAM ELEVATION = 300.00
ELEVATION DIFFERENCE = 30.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.323
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
SUBAREA RUNOFF(C'S) = 3.63
I
I
Fi
TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 3.63
****** * * ** ******** * ******* *** ******** ***** ***** ****** *** ***********
FLOW PROCESS FROM NODE 515.00 TO NODE 516.00 Is CODE = 1
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRAFION(MIN.) = 5.00
RAINFALL INTENSITY (INCH/HR) = 7.64 I TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.63
I FLOW PROCESS FROM NODE 517.00 TO NODE 516.00 IS CODE = 2
>>>>>RATIONAL NEHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00
UPSTREAM ELEVATION = 330.00
I.
DOWNSTREAM ELEVATION = 300.00
ELEVATION DIFFERENCE = 30.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.155
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH I DEFINITION. EXk1RAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FthWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFtkUTION. EXTRAPOLATION OF NOMOGRAPH USED.
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.173
SUBAREA RUNOFF(CF) = 2.17
TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 2.17
**************************************************************************
ll FLOW PROCESS FROM NODE 517.00 TO NODE 516.00 Is CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF f STREAMS
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.15 I RAINFALL INTENSIT(INCH/HR) = 5.17
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CF) AT CONFLUENCE = 2.17
I RAINFALL INTENSIT1 AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TALE **
I
STREAM RUNOFF TIME
NUMBER (CFS) (MIN.)
1 5.10 5.00
2 4.63 9.15
INTENSITY
(INCH/HOUR)
7.641
5.173
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
I PEAK FLOW RATE(CS) = 5.10 Tc(NIN.) = 5.00 TOTAL AREA(ACRES) = 1.10
I
I
FLOW PROCESS FROM NODE 516.00 TO NODE 513.00 Is CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF SREA1S = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRArION(MIN.) = 5.00
I RAINFALL INTENSII'Y(INCH/HR) = 7.64
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.10
FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MDt) = 12.71 RAIN INTENSITY(INCH/HOUR) = 4.19
TOTAL AREA(ACRES) .= 6.20 TOTAL RUNOFF(CFS) = 21.20
I
FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE =
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.71
I RAINFALL INTENSITY(INCH/HR) = 4.19
TOTAL STREAM AREA(ACRES) = 6.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.20
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
i
16.71 5.00 7.641
2 21.7 9.15 5.173
3 24.95 12.71 4.186
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CF) = 24.95 Tc(NIN.) = 12.71
TOTAL AREA(ACRES) = 7.30 I
I FLOW PROCESS FROM NODE 513.00 TO NODE 518.00 IS CODE = 3
>>>>>COMPUTE PIPEI'LOW TRAVELTIME THRU SUBAREA<<<<<
f ">>US ING COMPUTR-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES I PIPEFLOW VELOCIT(FEET/SEc.) = 16.6
UPSTREAM NODE ELEVATION = 300.00
DOWNSTREAM NODE ELEVATION = 262.00
= 620.00 MANNING'S N = .013 I FLOWLENGTH(FEET)
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 24.95
TRAVEL, TIME(NIN.) = .62 TC(MIN.) = 13.33
FLOW PROCESS FROM NODE 513.00 TO NODE 518.00 IS CODE =
>>>>>DESIGNATE INbEPENDENT STREAM FOR CONFLUENCE<<<<<
I----------------------------------------------------------------------TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRATION (MIN.) = 13.33
RAINFALL INTENSIT(INCH/HR) =4.06
TOTAL STREAM AREA(ACRES) = 7.30
PEAK FLOW RATE(CF) AT CONFLUENCE = 24.95 I
FLOW PROCESS FROM NODE 519.00 TO NODE 520.00 IS CODE = 2
-----------------------------------------------------------
I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
I UPSTREAM ELEVATION == 300.00
DOWNSTREAM ELEVATION = 262.00
ELEVATION DIFFE4ENCE = 38.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.533 I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
I NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALt INTENSITY(INCH/HOUR) = 5.039
SUBAREA RUNOFF(CFS) = 4.23
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.23
•FLOW PROCESS FROM NODE 520.00 TO NODE 518.00 IS CODE =
>>>>>DESIGNATE IZDEPENDENT STREAM FOR CONFLUENCE<<<<<
ITOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
,
TIME OF CONCENTRTION(MIN.) = 9.53
RAINFALL INTENSITY(INCH/HR) = 5.04
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.23 I
FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 2
** PEAK FLOW RATE
STREAM RUNOFF
NUMBER (CFS)
1 23.2
2 30.56
3 30.56
4 30.79
5 32.33
I-- -
>>>>>RATIONAL MEHOD INITIAL SUBAREA ANALYSIS<<<cz<
------------------------------------------------
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
I INITIAL SUBAREA FLOW-LENGTH(FEET) 600.00
UPSTREAM ELEVATION = 300.00
DOWNSTREAM ELEVATION = 262.00
ELEVATION DIFFERENCE = 38.00 I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.533
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
I *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFtNITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL II4TENSITY(INCH/HOUR) = 5.039
SUBAREA RUNOFF(CFS) = 4.94 I TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.94
I FLOW PROCESS FROM NODE 522.00 TO NODE 518.00 IS CODE = 1
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3 I CONFLUENCE VALUES USED FOP, INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATIO(MIN.) = 9.53
RAINFALL INTENSITY(ICH/HR) = 5.04
l
I
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CPS) AT CONFLUENCE = 4.94
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
TABLE **
TIME INTENSITY
(MIN.) (INCH/HOUR)
5.69 7.030
9.53 5.039
9.53 5.039
9.81 4.947
13.33 4.059
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
I PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) = =
32.33 Tc(MIN.) = 13.33
9.90
I **************************************************************************
FLOW PROCESS FROM NODE 518.00 TO NODE 523.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
DEPTH OF FLOW IN 21.0 INCH
I PIPEFLOW VELOCITY(FEET/SEC.)
UPSTREAM NODE ELEVATION =
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 90.00
PIPE IS 13.8 INCHES
= 19.2
262.00
255.00
MANNING'S N = .013
LI
I
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES =
PIPEFLOW THRU SUAREA(CFS) = 32.33
TRAVEL TIME(MIN.) = .08 TC(M1N.) = 13.41
I FLOW PROCESS FROM NODE 524.00 TO NODE 525.00 IS CODE = 2
I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL C=ZA=;=SI =F=I CAZ =I 0=7 IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 308.70
DOWNSTREAM ELEVATION = 307.70
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.918
SUBAREA RUNOFF(CPS) = .27
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27
I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 525.00 TO NODE 526.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UUPSTREAM ELEVATION = 307.70 DOWNSTREAM = ELEVATION = 262.00
STREET LENGTH(FEE) = 600.00 CURB HEIGTH(INCHES) = 6.
I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTtME COMPUTED USING MEAN FLOW(CFS) = 3.65
I STREET FLODEPTH(FEET) = .28
HALFSTREET FLOODWIDTH(FEET) = 7.57
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.28
PRODUCT OF DEPTH&VELOCITY = 1.46
I STREETFLOW TRAVEL4PIME(MIN) = 1.90 TC(MIN) = 11.80
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.393
I
I
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 6.76
SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 7.04
END OF SUBAREA SPEET1'LOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.88
FLOW VELOCITY(FEET/SEC.) = 6.43 DEPTH*VELOCITY = 2.08
I ***************************************************************************
tFLOW PROCESS FROM NODE 526.00 TO NODE 527.00 IS CODE = 3
>>>>>COMPtJTE PIPE'LOW 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 10.0 INCHES
I PIPEFLOW VELOCITY(FEET/SEC.) = 7.0
UPSTREAM NODE ELEVATION = 262.00
DOWNSTREAM NODE ELEVATION = 258.00
FLOWLENGTH(FEET) = 280.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUAflEA(CFS) = 7.04
TRAVEL TINE(MIN.) = .66 TC(MIN.) = 12.46
I **************************************************************************
FLOW PROCESS FROM NODE 526.00 TO NODE 527.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I TOTAL NUMBER OF St['REMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
'
TIME OF CONCENTRM'ION(NIN.) = 12.46
RAINFALL INTENSITY(INCH/HR) = 4.24
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.04
1FLOW PROCESS FROM NODE 528.00 TO NODE 529.00 IS CODE = 2
>>>>>RATIONAL MEOD. INITIAL SUBAREA ANALYSIS<<<<<
ISOIL CLASSIFICATtQN IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 309.70
DOWNSTREAM ELEVATION = 308.80
ELEVATION DIFFEENCE = .90
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.254
100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.808
SUBAREA RUNOFF(CFS) = .26
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .26
t FLOW PROCESS FROM NODE 529.00 TO NODE 530.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
IUPSTREAM ELEVATION -308.00 DOWNSTREAM ELEVATION= 258.00
STREET LENGTH(FEET) = 670.00 CURB HEIGTH(INCHES) = 6.
I STREET HALFWIDTH (FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTt4E COMPUTED USING MEAN FLOW(CFS) = 3.19
STREET FLO$DEPTH(FEET) = .27 I HALFSTREET FLOODWIDTH(FEET) = 6.99
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.25
PRODUCT OF DEPTH&VELOCITY = 1.40
STREETFLOW TRAVELTINE(MIN) = 2.13 TC(MIN) = 12.38
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.257
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRE) = 2.50 SUBAREA RUNOFF(CFS) = 5.85
SUNNED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 6.12 I END OF SUBAREA STEETFLOW HYDRAULICS:
DEPTH(FEET) = .1 HALFSTREET FLOODWIDTH(FEET) = 9.30
FLOW VELOCITY(FEET/SEC.) = 6.22 DEPTH*VELOCITY = 1.94
t FLOW PROCESS FROM NODE 530.00 TO NODE 527.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRMION(MIN.) = 12.38
RAINFALL INTENSITY(INCH/HR) = 4.26
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.12
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I CONFLUENCE FORMULk USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
I STREAM RUNOFF TIME INTENSITY
NUMBER (CPS) (MIN.) (INCH/HOUR)
1 13.12 12.38 4.257
2 13.13 12.46 4.240
I COMPUTED CONFLUEI10E ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 13.13 Tc(MIN.) = 12.46
TOTAL AREA(ACRES) = 5.50
t FLOW PROCESS FROM NODE 531.00 TO NODE 532.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ISOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 264.20
DOWNSTREAM ELEVATION = 262.60
ELEVATION DIFFERENCE = 1.60
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.465
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.441
SUBAREA RUNOFF(CFS) = 30
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .30
t FLOW PROCESS PRO14 NODE 532.00 TO NODE 53300 IS CODE 6
>>>>>COMPUTE STREtETFLOW TRAVELTIME THRU SUBAREA<<<<<
IUPSTREAM ELEVATION = 262.00 DOWNSTREAM ELEVATION = 258.00
STREET LENGTH(FEE) = 220.00 CURB HEIGTH(INCHES) = 6.
I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.35
STREET FLOWDEPTH(FEET) = .30
HALFSTREEFLOODWIDTH(FEET) = 8.73
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67
PRODUCT OF DEPTH&VELOCITY = .80
STREETFLOW TRAVEL'PINE(MIN) = 1.37 TC(MIN) = 9.84
I
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.938
I SOIL CLASSIFICATION IS "D"
I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.07
I SUMMED AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4.37
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .35 liALFSTREET FLOODWIDTH(FEET) = 11.04
FLOW VELOCITY(FEE!r/SEC.) = 3.27 DEPTH*VELOCITY = 1.14
I FLOW PROCESS FROM NODE 533.00 TO NODE 534.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USEb FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRrnION(MIN.) = 9.84
I RAINFALL INTENSI'Y(INCH/HR) = 4.94
TOTAL STREAM AREA(ACRES) = 1.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.37
**************************************************************************
I
It
FLOW PROCESS FROM NODE 535.00 TO NODE 536.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 259.70
DOWNSTREAM ELEVATION = 258.70
ELEVATION DIFFEtENCE 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.918
SUBAREA RUNOFF(CFS) = .27
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27
I
I FLOW PROCESS FROM NODE 536.00 TO NODE 534.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I UPSTREAM ELEVATIOU = 258.00 DOWNSTREAM ELEVATION = 257.60
'STREET LENGTH(FEET) = 50.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
I
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .92
STREET FLO1DEPTH(FEET) = .25
I
HALFSTREET FLOODWIDTH(FEET) = 6.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75
PRODUCT OF DEPTH&VELOCITY = .44
STREETFLOW TRAVELTIME(MIN) = .48 TC(MIN) = 10.38
I 100 YEAR RAINFALL INThNSITY(INCH/HOUR) = 4.771
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVLOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.31
SUMMED AREA(ACRE) = .60 TOTAL RUNOFF(CFS) = 1.58
R END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.73
FLOW VELOCITY(FEP/SEC.) = 1.80DEPTH*VELOCITY = .54
t FLOW PROCESS FROM NODE 536.00 TO NODE 534.00 IS CODE =
>>>>>DESIGNATE DtDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
• TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRAION(MIN.) = 10.38
RAINFALL INTEHSITY(INCH/HR) = 4.77
TOTAL STREAM AREA(ACRES) = .60
I
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.58
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
,NUMBER
(CFS) (MIN.) (INCH/HOUR)
1 5.90 9.84 4.938
2 5.81 10.38 4.771
I COMPUTED CONFLUEflCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.90 Tc(NIN.) = 9.84
TOTAL AREA(ACRES) = 2.20
********************4****************************************************
FLOW PROCESS FROM NODE 534.00 TO NODE 523.00 IS CODE =
I >>>>>DESIGNATE flDEPENDENT STREAM FOR CONFLUENCE<<<<<
I
V
OTAL NUMBER OF SREANS = 3
ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRAIONMIN.) = 9.84
RAINFALL INTENSIfl(INCH/HR) = 4.94
TOTAL STREAM AREA(ACRES) = 2.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.90
FLOW PROCESS rRO$ NODE 518.00 TO NODE 523.00 IS CODE = 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.41 RAIN INTENSITY(INCH/HOUR) = 4.04
TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 32.33
FLOW PROCESS FROM NODE 518.00 TO NODE 523.00 IS CODE = 1
I..........................................................................
I ** PEAK
STREAM
NUMBER I 1 2
3
FLOW RATE
RUNOFF
(CFS)
43.65
44.88
49.12
-I.
49.17
13.41
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRArION(MIN.) = 13.41
I RAINFALL INTENSIY(INCH/HR) = 4.04
TOTAL STREAM AREA(ACRES) = 9.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.33
FLOW PROCESS FROM NODE 527.00 TO NODE 523.00 IS CODE = 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC (MIN) = 12.46 RAIN INTENSITY (INCH/HOUR) = 4.24
TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 13.13
1 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 527.00 TO NODE 523.00 IS CODE = 1
>>>>>DESIGNATE IN)EPENDENT STREAM FOR CONFLUENCE<<<<< I
>>>>>AND COMPUTE 'VARIOUS CONFLUENCED STREAM VALUES<<<<<
I TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 12.46 I RAINFALL INTENSIT(INCH/HR) = 4.24
TOTAL STREAM AREA(ACRES) = 5.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.13
RAINFALL INTENSIT1 AND TIME -OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAkS.
TABLE **
TIME
(MIN.)
9.84
10.38
12.46
COMPUTED CONFLUENCE
PEAK FLOW RATE(CF) I TOTAL AREA(ACRES) =
INTENSITY
(INCH/HOUR)
4.938
4.771
4.240
4.044
ESTIMATES ARE AS FOLLOWS:
= 49.77 Tc(MIN.) = 13.41
17.60
[FLOW PROCESS FROM NODE 523.00 TO NODE 537.00 IS CODE = 3
,>>>>>COMPUTE PIPE'LOW TRAVELTIME THRU SUBAREA<<<<<
________________________________
DEPTH OF FLOW IN 24.0 INCH
I PIPEFLOW VELOCIT(FEE/SEC.)
UPSTREAM NODE ELEVATION =
DOWNSTREAM NODE EtJEVAION =
FLOWLENGTH(FEET) 220.00
PIPE IS 18.7 INCHES
= 18.9
256.00
243.00
MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 49.77
TRAVEL TIME(MIN.) = .19 TC(MIN.) = 13.60
FLOW PROCESS FROM NODE 523.00 TO NODE 537.00 IS CODE = 1
>>>>>DESIGNATE IIDEPENDENT STREAM FOR CONFLUENCE<<<<< I=TO T=A L NUMBER =-O= F = STREAMS 7 2 -
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRATION(MIN.) = 13.60
RAINFALL INTENSIT1(INCH/HR) = 4.01
TOTAL STREAM AREA(ACRES) = 17.60
PEAK FLOW RATE(CFS) At CONFLUENCE = 49.77
t FLOW PROCESS FROM NODE 538.00 TO NODE 539.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 261.70
DOWNSTREAM ELEVATION = 260.70
ELEVATION DIFFERENCE = 1.00
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALt INTENSITY(INcH/HouR) .= 4.918
SUBAREA RtJNOFF(CF) = .27
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27
FLOW PROCESS FROM NODE 539.00 TO NODE 540.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<z<<<<
IUPSTREAM ELEVATION = 259.00 DOWNSTREAM ELEVATION = 258.00
STREET LENGTH(FEE) = 100.00 CURB HEIGTH(INCHES) = 6.
,STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING 'MEAN FLOW(CFS) = 2.45
STREET FLOWDEPTH(FEET) = .27 I HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.83
PRODUCT OF DEPTH&VELOCITY = .50
I STREETFLOW TRAVELhME(NIN) = .91 TC(MIN) = 10.81
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.646
SOIL CLASSIFICATION IS "D" U SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRS) = 1.70 SUBAREA RUNOFF(CFS) = 4.34
SUNNED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 4.61
IEND OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.49
FLOW VELOCITY(FEE/SEC.) = 2.26 DEPTH*VELOCITY = .72
1
FLOW RATE
RUNOFF
(CFS)
48. 0
49.43
49.00
53.2
53.75
TABLE **
TIME
(MIN.)
10. 03
10.57
10.81
12.65
13.60
INTENSITY
(INCH/HOUR)
4.876
4.713
4.646
4.198
4-.006
I
I FLOW PROCESS FROM NODE 540.00 TO NODE 537.00 Is CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<z<<<<
f>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL 1JTTMRPP AP PDMQ - - -.
CONFLUENCE VALUES USED FOR INDEPENDENT I TIME OF CONCENTRATION(MIN..) = 10.81
RAINFALL INTENSIT(INCH/HR) = 4.65
TOTAL STREAM AREA(ACRES) = 1.80
PEAK FLOW RATE(CF) AT CONFLUENCE =
RAINFALL INTENSIT'1 AND
I **
CONFLUENCF FOPMTTT. TT1n
PEAK
STREAM I NUMBER
1
2
I 3 4
5
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CF) = 53.75 Tc(MIN.) = 13.60
TOTAL AREA(ACRES) = 19.40
*********************k****************************************************
IFLOW PROCESS FROM NODE 537.00 TO NODE 541.00 IS CODE = 3
>>>>>CONPUTE PIPELOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 1DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES
PIPEFLOW VELOCIT(FEE/SEC.) 20.3
I UPSTREAM NODE ELEVATION = 243.00
DOWNSTREAM NODE ELEVATION = 217.00
FLOWLENGTH(FEET) 380.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
ITRAVEL
PIPEFLOW THRU SUBAREA(CFS) = 53.75
TIME(NIN.) = .31 TC(MIN.) = 13.92
I FLOW PROCESS FROM NODE 542.00 TO NODE 543.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 267.20
DOWNSTREAM ELEVATION = 266.20
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALt., INTENSITY(INCH/HOUR) = 4.918
I TIME OF CONCENTRATION RATIO
FOR 2 STREAMS.
STREAM 2 ARE:
4.61
SUBAREA RUNOFF(CFS) = .27
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27 I
I FLOW PROCESS FROM NODE 543.00 TO NODE 544.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I UPSTREAM ELEVATIO4 = 265.00 DOWNSTREAM ELEVATION = 236.00
STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TP,AVELTt$E COMPUTED USING MEAN FLOW(CFS) = 4.39
STREET FLODEPTH(FEET) = .24
I HALFSTREEt FLOODWIDTH(FEET) = 5.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.73
PRODUCT OF DEPTH&VELOCITY = 1.15
I STREETFLOW TRAVELTIME(MIN) = 1.41 TC(MIN) = 11.31
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.513
SOIL CLASSIFICATION IS "D"
I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRE) = 3.30 SUBAREA RUNOFF(CFS) = 8.19
SUNNED AREA(ACRES) = 340 TOTAL RUNOFF(CFS) = 8.46
I END OF SUBAREA ST$EETFLOW HYDRAULICS:
DEPTH(FEET) = . HALFSTREET FLOODWIDTH(FEET) = 7.95
FLOW VELOCITY(FEET/SEC.) = 5.65 DEPTH*VELOCITY = 1.61
FLOW PROCESS FROM NODE 544.00 TO NODE 545.00 IS CODE =
F >>>DESIGNATE INPEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.31
RAINFALL INTENSIT'1(INCH/HR) = 4.51
I TOTAL STREAM AREA(ACRES) = 3.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.46
I FLOW PROCESS FROM NODE 546.00 TO NODE 549.00 IS CODE = 2
I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
'
MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .6500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
UPSTREAM ELEVATION = 256.00
DOWNSTREAM ELEVATION = 217.00
ELEVATION DIFFERENCE = 39.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) =
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH
100 YEAR RAINFALIJ INTENSITY(INCH/HOUR) = 4.697
10.632
USED.
SUBAREA RUNOFF(CF$) = 4.27
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.27 I
,_FLOW PROCESS FROM NODE 546.00 TO NODE 545.00 IS CODE =
>>>>>DESIGNATE INbEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRATION(MIN.) = 10.63
RAINFALL INTENSIT(INdH/HR) = 4.70
TOTAL STREAM AREA(ACRES) = 1.40
I PEAK FLOW RATE(CF) AT CONFLUENCE = 4.27
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
I NUMBER
1
(CFS)
12.41
(MIN.)
10.63
(INCH/HOUR)
4.697
2 12.51 11.31 4.513
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.57 Tc(MIN.) = 11.31
TOTAL AREA(ACRES) = 4.80
I,
FLOW PROCESS FROM NODE 545.00 TO NODE 541.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.31
I RAINFALL INTENSIT'((INCH/HR) = 4.51
TOTAL STREAM AREA(ACRES) = 4.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.57
FLOW PROCESS FROM NODE 547.00 TO NODE 548.00 IS CODE = 2 1>>>>>RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D" I MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .6500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00
UPSTREAM ELEVATION = 256.00 I DOWNSTREAM ELEVATION = 217.00
ELEVATION DIFFERENCE = 39.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.089
I SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
FLOW RATE
RUNOFF
(CFS)
61.20
63.35
65.05
68.34
TABLE **
TIME
(MIN.)
10.63
11.31
12.09
13.92
INTENSITY
(INCH/HOUR)
4.697
4.513
4.323
3.948
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.323
SUBAREA RUNOFF(CF) = 3.93
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.93
I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 548.00 TO NODE 541.00 IS CODE =
I >>>>>DESIGNATE IN)EPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 12.09
RAINFALL INTENSIT(INCH/HR) = 4.32
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CF) AT CONFLUENCE = 3.93
FLOW PROCESS FROM NODE 537.00 TO NODE 541.00 IS CODE = 7
>>>>>USER SPECIFID HYDROLOGY INFORMATION AT NODE<<<<<
I USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.92 RAIN INTENSITY(INCH/HOUR) = 3.95
TOTAL AREA(ACRES) = 19.48 TOTAL RUNOFF(CFS) = 53.75
*************************************************************************** t FLOW PROCESS FROM NODE 537.00 TO NODE 541.00 IS CODE =
>>>>>DESIGNATE I$DEPENDENT STREAM FOR CONFLUENCE<<<<<
L>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 13.92
RAINFALL INTENSITY(INCH/HR) = 3.95
TOTAL STREAM AREA(ACRES) = 19.48
PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.75
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
' CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK
I STREAM
NUMBER
1
2
I 3 4
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 68.34 Tc(MIN.) = 13.92
TOTAL AREA(ACRES) = 25.68
FLOW PROCESS FROM NODE 541.00 TO NODE 549.00 IS CODE = 3
•1--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES
PIPEFLOW VELOCITY(FEET/SEc..) = 22.5
I DOWNSTREAM
UPSTREAM NODE ELEVATION = 217.00
NODE ELEVATION = 195.00
FLOWLENGTH(FEET) 300.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES =
I PIPEFLOW THRU SUBAREA(CFS) = 68.34
TRAVEL TIME(MIN.) = i.22 TC(MIN.) = 14.14
I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 541.00 TO NODE 549.00 IS CODE =
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN..) = 14.14
RAINFALL INTENSrI'Y(INCH/HR) = 3.91
TOTAL STREAM AREA(ACRS) = 25.68
PEAK FLOW RATE (CFS) AT CONFLUENCE = 68.34
I************************************************************************* FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 2 --------------------------------------------------------------------------
I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 263.00
DOWNSTREAM ELEVATION = 262.00
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA O1ERLND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.918
I SUBAREA RUNOFF(CF) = .27
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27
IFLOW PROCESS FRO14 NODE 551.00 TO NODE 552.00 IS CODE = 6
I
I
>>>>>COMPUTE STREEPFLOW TRAVELTIME THRU SUBAREA<<<<< --------------------------------------------------------------------------
UPSTREAM ELEVATIOk.lr = 260.00 DOWNSTREAM ELEVATION = 236.00
STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH('EET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.56 I STREET FLOWDEPH(FEET) = .34
HALFSTREET FLOODWIDTH(FEET) = 10.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.35
I PRODUCT OF DEPTH&VELOCITY = 1.46
STREETF LOW TRAVELTIME(MIN) = 2.87 TC(MIN) = 12.77
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.173
I SOIL CLASSIFICATION IS "D"
I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRE$) = 9.00 SUBAREA RUNOFF(CFS) = 20.66
SUMMED AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) = 20.93
END OF SUBAREA STEET1LOW HYDRAULICS:
I DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.93
FLOW VELOCITY(FEET/SEC.) = 5.08 DEPTH*VELOCITY = 2.06
I***************************************************************************
FLOW PROCESS FROM NODE 552.00 TO NODE 549.00 IS CODE = 3
I
I >>>>>COMPUTE PIPELOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DINETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES
PIPEFLOW VELOCIT(FEET/SEC.) = 20.3
'
UPSTREAM NODE ELEVATION = 236.00
DOWNSTREAM NODE ELEVATION = 195.00
FLOWLENGTH(FEET) 350.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
I PIPEFLOW THRU SUAREA(CFS) = 20.93
TRAVEL TIME(MIN.) = .29 TC(MIN.) = 13.06
FLOW PROCESS FROM NODE 552.00 TO NODE 549.00 IS CODE =
I
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRTION(MIN.) = 13.06
I
I
RAINFALL INTENSITY(INCH/HR) = 4.11
TOTAL STREAM AREA(ACRES) = 9.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.93
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULk USED FOR 2 STREAMS.
• ** PEAK FLOW RATE TABLE **
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 14.14
TOTAL AREA(ACRES) = 34.78
88.21 Tc(MIN.) I = =
I STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
I
i79.78 10.86 4.633
2 82.67 11.53 4.456
3 85.20 12.31 4.272
4 85.84 13.06 46 114
5 88.21 14.14 3.907
IFLOW PROCESS FROM NODE 549.00 TO NODE 553.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES
PIPEFLOW VELOCITt(FEE/SEC.) = 23.7
UPSTREAM NODE ELEVATION = 195.00
DOWNSTREAM NODE E±IEVATION = 173.00
FLOWLENGTH(FEET) 310.00 MANNING'S
ESTIMATED PIPE DIAMETER(INCH) = 30.00
PIPEFLOW THRU STJAREACFS) = 88.21
TRAVEL TIME(MIN.) .22 TC(MIN.)
f
r
*************************************************************************
FLOW PROCESS FROM NODE 549.00 TO NODE 553.00 IS CODE =
>>>>DESIGNATE IIDEPENDENT STREAM FOR CONFLUENCE<<<<<
OTAL NUMBER OF SREAMS = 3 --
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRAION(MIN.) = 14.36
RAINFALL INTENSITY(INCH/HR) = 3.87
TOTAL STREAM AREA(ACRES) = 34.78
PEAK FLOW RATE(CFS) AT CONFLUENCE = 88.21
IFLOW PROCESS FROM NODE 554.00 TO NODE 555.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
1SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
UPSTREAM ELEVAON = 217.00
DOWNSTREAM ELEVATION = 175.00
ELEVATION DIFFERENCE = 42.00 I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.220
SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
I *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFAL±J INTENSITY(INCH/HOUR) = 5.149
SUBAREA RUNOFF(CFS) = 4.69
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.69
I FLOW PROCESS FROM NODE 555.00 TO NODE 553.00 IS CODE =
I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF S!bREAMS = 3
,
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.22
RAINFALL INTENSITY(INCH/HR) = 5.15
TOTAL STREAM AREA(ACRES) = 1.30
1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.69
*************************************************************************
L
I
N= .013
NUMBER OF PIPES = 1
= 14.36
FLOW PROCESS FROM NODE 556.00 TO NODE 557.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------
SOIL CLASSIFICATION IS "D"
I RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
UPSTREAM ELEVATION = 217.00
I DOWNSTREAM ELEVATION = 175.00
ELEVATION DIFFERENCE = 42.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) =
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
I DEFINITION. EXRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.765
SUBAREA RUNOFF(CFS) = 4.91
TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) =
14.983
USED.
4.91
FLOW PROCESS PROM NODE 557.00 TO NODE 555.00 IS CODE = 1
1_>_>_>_>_>_D_ESI_G_N_A_T_E--------INDEPEI---DENT-------STREAM--- FOR--------CONFLUENCE<<<<<------------------------------
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 14.98
I RAINFALL INTENSITY(INCH/HR) =3.76
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
- COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
I ** PEAK FLOW RATE
STREAM RUNOFF
NUMBER (CFS)
I i 79.14
2 87.99
3 90.88
93.42 I 5 94.09
6 96.52
7 94.17
TABLE , **
TIME INTENSITY
(MIN.) (INCH/HOUR)
9.22 5.149
11.08 4.573
11.76 4.402
12.53 4.224
13.28 4.070
14.36 3.869
14.98 3.765
ESTIMATES AREAS FOLLOWS:
= 96.52 Tc(MIN.) = 14.36
38.98
I***************************************************************************
FLOW PROCESS FROM NODE 553.00 TO NODE 558.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 23.8
UPSTREAM NODE ELEVATION = 175.00
DOWNSTREAM NODE ELEVATION = 119.00
FLOWLENGTH(FEET) = 800.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 96.52
TRAVEL TIME(MIN.) = .56 TC(MIN.) = 14.92
FLOW PROCESS FROM NODE 553.00 TO NODE 558.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF 8TREAms = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.92 I RAINFALL INTENSITY(INCH/HR) = 3.77
TOTAL STREAM AREA(ACRES) = 38.98
PEAK FLOW RATE(CPS) AT CONFLUENCE = 96.52
t FLOW PROCESS FROM NODE 559.00 TO NODE 560.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00
I UPSTREAM ELEVATION = 175.00
DOWNSTREAM ELEVATION = 119.00
ELEVATION DIFFERENCE = 56.00
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.783
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
I NONOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
I SUBAREA RUNOFF(CFS) = 6.53
TOTAL AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 6.53
I FLOW PROCESS FROM NODE 559.00 TO NODE 560.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.00
RAINFALL INTENSIPY(INCH/HR) = 7.64
TOTAL STREAM AREA(ACRES) = .90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.53
I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 561.00 TO NODE 562.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I
I
I
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00
UPSTREAM ELEVA1ION = 175.00
DOWNSTREAM ELEVATION = 119.00
ELEVATION DIFFERENCE = 56.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) =
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH
TIME OF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
SUBAREA RUNOFF(CFS) = 6.53
TOTAL AREA(ACRES) = .90 TOTAL RUNOFF(CFS) =
3.825
USED.
I
6.53
FLOW PROCESS FROM RODE 562.00 TO NODE 558.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
mrma , .n,.rnnn an LLIikU.j I'IUI"IJK uxr bTREAmb = j
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
i TIME OF CONCE4TRATION(MIN.) = 5.00
RAINFALL INTENSITY(INCH/HR) = 7.64
TOTAL STREAM AREA(ACRES) = .90
PEAK FLOW RATE(CrS) AT CONFLUENCE = 6.53
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 64.35 5.00 7.641
2 64.35 5.00 7.641
3 87.61 9.80 4.951
4 95.56 11.65 4.429
5 98.18 12.32 4.271
6 100.45 13.09 4.106
7 100.86 13.84 3.963
8 102.97 14.92 3.775
9 100.46 15.54 3.676
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CPS) = 102.97 Tc(MIN.) = 14.92
TOTAL AREA(ACRES) = 40.78
t FLOW PROCESS FROM NODE 558.00 TO NODE 563.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 21.0
U
p
Li
I
I
p
UPSTREAM NODE ELEVATION = 119.00
DOWNSTREAM NODE ELEVATION = 71.00
I FLOWLENGTH(FEET) = 1000.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 300 NUMBER OF PIPES =
PIPEFLOW THRU SUAEEA(cFS) = 102.97
TRAVEL TIME(MIN.) = . .7.9 TC(MIN.) = 15.71
***************************************************************************
FLOW PROCESS FROM NODE 558.00 TO NODE 563.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRAI'ION(MIN.) = 15.71
RAINFALL INTENSIY(INCH/HR) = 3.65
TOTAL STREAM AREA(ACRES) = 40.78
PEAK FLOW RATE(CFS) AT CONFLUENCE = 102.97 I
I FLOW PROCESS FROM NODE 566.00 TO NODE 567.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW—LENGTH(FEET) = 980.00
I UPSTREAM ELEVATION = 119.00
DOWNSTREAM ELEVATION = 71.00
ELEVATION DIFFERENCE = 48.00
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) =
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
I *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH
TIME OF CONCENRATION ASSUMED AS 5—MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
I SUBAREA RUNOFF(CF) = 7.98
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) =
4.977
USED.
7.98
I *************************************************************************
FLOW PROCESS FROM NODE 566.00 TO NODE 567.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.00
RAINFALL INTENSIY(INCH/HR) = 7.64
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.98
I FLOW PROCESS FROM NODE 564.00 TO NODE 565.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I I
I
I
I
Li
LTLN 6
H
I
I
I
I
Li
Li
I
I
U
U
U
I
I
SOIL CLASSIFICATION IS,'D"
I INDUSTRIAL DEVELOMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00
UPSTREAM ELEVATjON = 119.00
I DOWNSTREAM ELEVATION = 72.00
ELEVATION DIFFERENCE = 47.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.012
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.629
SUBAREA RUNOFF(CFS) = 7.97
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 7.97
**************************************************************************
F
FLOW PROCESS FROM NODE 565.00 TO NODE 563.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
,
.TIME OF CONCENTRAION(MIN.) = 5.01
RAINFALL INTENSITY(INCH/HR) = 7.63
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.97
11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
I ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) MIN.) (INCH/HOUR) Ii 73.76 5.00 7.641
2 73.85 5.01 7.629
3 78.70 5.90 6.865
78.70 5.90 6.865 I 5 97.44 10.61 4.704
6 104.43 12.45 4.243
7 106.75 13.11 4.102 I 8 108.71 13.89 3.953
9 108.85 14.63 3.823
10 110.60 15.71 3.651
11 107.90 16.34 3.560
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
I PEAK FLOW RATE(CPS) = 110.60 Tc(MIN.) = 15.71
TOTAL AREA(ACRES) = 42.98
I FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT, RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVAPXON = 290.80
DOWNSTREAMELEVATION = 290.10
ELEVATION DIFFERENCE = .70
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.109
I 100 YEAR RAIHFALt INTENSITY(INCH/HOUR) = 5.594
SUBAREA RUNOFF(CF) = .39
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .39
FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 6
I>>>>>COMPUTE STRETFLOW TRAVELTIME THRU
I UPSTREAM ELEVATION = 290.10 DOWNSTREAM ELEVATION = 288.00
STREET LENGTH(FEE) = 350.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.98
STREET FLOWDEPTH(FEET) = .37
HALFSTREET FLOODWIDTH(FEET) = 12.07
I AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.89
PRODUCT OF DEPTH&VELOCITY = .69
STREETFLOW TRAVELflME(MIN) = 3.09 TC(MIN) = 11.20
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.543
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
I SUBAREA AREA (ACRES) = 1.60 SUBAREA RUNOFF (CFS) = 5.09
SUMMED AREA(ACRES) 1.70 TOTAL RUNOFF(CFS) = 5.48
END OF SUBAREA SREETFLOW HYDRAULICS:
DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.16
FLOW VELOCITY(FEF/SEC.) = 2.27 DEPTH*VELOCITY = .97
I FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE =
L>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRAtION(MIN.) = 11.20
RAINFALL INTENSIPY(INCH/HR) = 4.54
TOTAL STREAM AREA(ACRES) = 1.70
I PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.48
[FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 2
I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 314.70
DOWNSTREAM ELEVATION = 313.70
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.200
I 100 YEAR RAINFALLINTENSITY(INCH/HOUR) = 6.039
SUBAREA RUNOFF(CF) - .42
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42
FLOW PROCESS FROM NODE 606.00 TO NODE 604.00 Is CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 313.70 DOWNSTREAM ELEVATION = 288.00
STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TPVELTINECOMPUTED USING MEAN FLOW(CFS) = 6.68
STREET FLOWDEPTH(FEET) = .37
HALFSTREET FLOODWIDTH(FEET) = 12.07
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.24
PRODUCT OF DEPTH&VELOCITY = 1.56
STREETFLOW TRAVELPIME(MIN) = 3.14 TC(NIN) = 10.34
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.781
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
I 'SUBAREA AREA(ACREtS) = 3.70 SUBAREA RUNOFF(CFS) = 12.38
SUMMED AREA(ACRE) = 3.80 TOTAL RUNOFF(CFS) = 12.81
END OF SUBAREA STREETFLOW HYDRAULICS:
I
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DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.16
FLOW VELOCITY(FEET/SEC.) = 5.30 DEPTH*VELOCITY = 2.28
**************************************************************************
FLOW PROCESS FROM NODE 606.00 TO NODE 604.00 IS CODE =
>>>>>DESIGNATE I$DEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRA't'ION(MIN.) = 10.34
RAINFALL INTENSIT((INCH/HR) = 4.78
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TOTAL STREAM AREA(ACRES) = 3.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.81
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE ** I STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 18.01 10.34 4.781
I 2 17.65 11.20 4.543
COMPUTED CONFLUE1tCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 18.01 Tc(MIN.) = 10.34 I TOTAL AREA(ACRES) = 5.50
**************************************************************************
FLOW PROCESS FROM NODE 607.00 TO NODE 608.00 IS CODE = 2
I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 316.30
I DOWNSTREAM ELEVATION = 315.00
ELEVATION DIFFERENCE = 1.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.597
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.390 I SUBAREA RUNOFF(CF) = .45
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .45
I FLOW PROCESS FROM NODE 608.00 TO NODE 609.00 IS CODE = 6
I>>>>>COMPUTE STRETFLOW TRAVELTIME THRU
UPSTREAM ELEVATION = 315.00 DOWNSTREAM ELEVATION = 285.00
I STREET LENGTH(FEE) = 800.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.60
STREET FLOWDEPTH(FEET) = .34
HALFSTREET FLOODWIDTH(FEET) = 10.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62
I
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PRODUCT OF DEPTH&VELOCITY = 1.55
STREETF LOW TRAVELIME(MIN) = 2.89 TC(MIN) = 9.48
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.056
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 10.26 I SUNNED AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 10.71
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.93 I FLOW VELOCITY(FEWP/SEC.) = 5.20 DEPTH*VELOCITY = 2.11
I *************************************************************************
FLOW PROCESS FROM NODE 609.00 TO NODE 610.00 IS CODE =
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRAPION(MIN.) = 9.48
RAINFALL INTENSITY(INCH/HR) = 5.06
TOTAL STREAM AREA(ACRES) = 3.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.71
IFLOW PROCESS FROM NODE 611.00 TO NODE 612.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 287.00
DOWNSTREAM ELEVATION = 286.00
I ELEVATION DIFFE1ENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.200
100 YEAR RAINFALL INThNSITY(INCH/HOUR) = 6.039
I SUBAREA RUNOFF(CFS) = .42
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .42
I***************************************************************************
FLOW PROCESS FROM NODE 612.00 TO NODE 610.00 IS CODE = 6
>>>>>COMPUTE STRETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 286.00 DOWNSTREAM ELEVATION = 285.00
STREET LENGTH(FEET) = 540.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(iEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.22
STREET FLOWDEPTH(FEET) = .44
HALFSTREET FLOODWIDTH(FEET) = 15.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.25
PRODUCT OF DEPTH&VELOCITY = .55
STREETFLOW TRAVELTIME(MIN) = 7.20 TC(MIN) = 14.40
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.863
I SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.41
SUMMED AREA(ACRE) = 2.10 TOTAL RUNOFF(CFS) = 5.83
END OF SUBAREA STEETFLOW HYDRAULICS:
DEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 19.71
FLOW VELOCITY(FEET/SEC.) = 1.46 DEPTH*VELOCITY = .76
I FLOW PROCESS FROM NODE 612.00 TO NODE 610.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.40
RAINFALL INTENSITY(INCH/HR) = 3.86
TOTAL STREAM AREA(ACRES) = 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.83
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 15.17 9.48 5.056
2 14.01 14.40 3.863
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COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.17 Tc(MIN.) = 9.48
TOTAL AREA(ACRES) = 5.10
[FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS t'D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 253.00
DOWNSTREAM ELEVATION = 251.70
ELEVATIONDIFFERENCE = 1.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.071
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.203
SUBAREA RUNOFF(CFS) = .29
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .29
*************************************************************************
it FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1--U==PS=T==R=E=A=M=E==LE==VATION = 251.70 DOWNSTREAM ELEVATION = 244.00
STREET LENGTH(FEET) = 250.00 CURB HEIGTH(INCHES) = 6.
I STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.90
I STREET FLOWDEPTH(FEET) = .24
HALFSTREET FLOODWIDTH(FEET) = 5.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12
PRODUCT OF DEPTH&VELOCITY = .76
I STREETFLOW TRAVEL&ME(MIN) = 1.34 TC(MIN) = 10.41
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.762
I SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.24
SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 5.52
IDEPTH(FEET)
END OF SUBAREA STREETFLOW HYDRAULICS:
= .29 HALFSTREET FLOODWIDTH(FEET) = 7.95
FLOW VELOCITY(FEE/SEC.) = 3.69 DEPTH*VELOCITY = 1.05
I
jFLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I SOIL CLASSIFICATION IS I'D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I UPSTREAM ELEVATION 269.70
DOWNSTREAM ELEVATION = 268.70
ELEVATION DIFFERENCE '= 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
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100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.918
SUBAREA RUNOFF(CFS) = .27
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27
I **************************************************************************
FLOW PROCESS FROM NODE 705.00 TO NODE 706.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
IUPSTREAM ELEVATIO4 = 268.50 DOWNSTREAM ELEVATION = 208.00
STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 6.
I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIHE COMPUTED USING MEAN FLOW(CFS) = 11.58
I
STREET FLOWDEPTH(FEET) = .32
HALFSTREET FLOODWIDTH(FEET) = 9.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.29
PRODUCT OF DEPTH&VELOCITY = 1.71
I STREETFLOW TRAVELTIME(MIN) = 3.15 TC(NIN) = 13.05
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.115
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SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 9.90 SUBAREA RUNOFF(CFS) = 22.41
,SUMMED AREA(ACRES) = 10.00 TOTAL RUNOFF(CFS) = 22.68
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .38 IIALFSTREET FLOODWIDTH(FEET) = 12.77
FLOW VELOCITY(FEET/SEC.) = 6.48 DEPTH*VELOCITY = 2.47
I
IFLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I SOIL CLASSIFICATION I ttDI
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I UPSTREAM ELEVATION = 333.00
DOWNSTREAM ELEVATION = 294.00
ELEVATION DIFFERENCE = 39.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.451 I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 5-MINUTES
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100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
SUBAREA RUNOFF(CFS) = .34
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .34
FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 294.00 DOWNSTREAM ELEVATION = 267.00
STREET LENGTH(FEE) = 1000.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 32.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
I
**TP.AVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.13
I STREET FLOWDEPTh(FEET) = .34
HALFSTREET FLOODWIDTH(FEET) = 10.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11
PRODUCT OF DEPTH&VELOCITY = 1.39 I STREETFLOW TRAVEL'INE(MIN) = 4.06 TC(MIN) = 9.06
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.209
I SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRE) = 6.80 SUBAREA RUNOFF(CFS) = 19.48
SUMMED AREA(ACRES) = 6.90 TOTAL RUNOFF(CFS) = 19.83 I END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.37
FLOW VELOCITY(FEEr/SEC.) = 4.54 DEPTH*VELOCITY = 1.88
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FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRAePION(MIN.) = 9.06
IRAINFALL INTENSIT'(INCH/HR) = 5.21
TOTAL STREAM AREA(ACRES) = 6.90
PEAK FLOW RATE(CF) AT CONFLUENCE = 19.83
FLOW PROCESS FROM NODE 804.00 TO NODE 803.00 IS CODE = 2
1>>>>>RATIONAL-METIJOD-INITIAL-SUBAREA-ANALYSIS<<<<<
I SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
UPSTREAM ELEVATION = 300.60 I DOWNSTREAM ELEVATION = 267.10
ELEVATION DIFFERENCE = 33.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 5.706
I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
I NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.016
SUBAREA RUNOFF(CF) = 12.00
TOTAL AREA(ACRES) = 1.80 TOTAL RtJNOFF(CFS) = 12.00
LOW PROCESS FROM NODE 804.00 TO NODE 803.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
....>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
W'OTAL NUMBER OF STREAMS =
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: r IME OF CONCENTRATION(MIN.) = 5.71
RAINFALL INTENSIT(INCH/HR) = 7.02
TOTAL STREAM AREA(ACRES) = 1.80
I PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR)
1 26.72 5.71 7.016
2 28.73 9.06 5.209
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 28.73 Tc(MIN.) = 9.06
TOTAL AREA(ACRES) = 8.70
***************************************************************************
FLOW PROCESS FROM NODE 805.00 TO NODE 806.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00
UPSTREAMELEVATION = 297.00
DOWNSTREAM ELEVATION = 271.00
ELEVATION DIFFERENCE = 26.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.350
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.558
SUBAREA RUNOFF(CF) = 2.24
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.24
I FLOW PROCESS FROM NODE 807.00 TO NODE 808.00 IS CODE = 2
I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00
UPSTREAM ELEVATION = 284.00
DOWNSTREAM ELEVATION = 282.00
I ELEVATION DIFFERENCE = 2.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.405
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. I TINE OF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INPENSITY(INCH/HOUR) = 7.641
SUBAREA RUNOFF(CF) = .34 IT OTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .34
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FLOW PROCESS FROM NODE 808.00 TO NODE 809.00 Is CODE = 6
>>>>>CONPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 282.00 DOWNSTREAM ELEVATION = 252.00
I STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 22.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TPAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.48 I STREET FLOWDEPTH(FEET) = .27
HALFSTREET FLOODWIDTH(FEET) = 6.95
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.73
I
I
PRODUCT OF DEPTH&VELOCITY = .99
STREETF LOW TRAVELTIME(MIN) = 3.13 TC(NIN) = 8.13
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.584
SOIL CLASSIFICATION IS "D"
MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .6500
SUBAREA AREA(ACRFS) = 2.30 SUBAREA RUNOFF(CFS) = 8.35 I SUMMED AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 8.69
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.51
FLOW VELOCITY(FEFJ/SEC.) = 4.25 DEPTH*VELOCITY = 1.35
tFLOW PROCESS FROM RODE 901.00 TO NODE 902.00 Is CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION I r "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION = 333.00
DOWNSTREAM ELEVATION = 308.00
ELEVATION DIFFERENCE = 25.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.246
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIMEOF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
SUBAREA RUNOFF(CrS) = .34
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .34
*************************************************************************** I FLOW PROCESS FROM NODE 902.00 TO NODE 903.00 IS CODE = 9
>>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<<
T---------------------------------------------------------------------UPSTREAM NODE ELEVATION = 308.00
DOWNSTREAM NODE ELEVATION= 280.00
,
CHANNEL LENGTH THRU SUBAREA(FEET) = 480.00
"V" GUTTER WIDTH(FEET) = 2.00 GUTTER HIKE(FEET) = 1.000
PAVEMENT LIP(FEET) = .001 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = .99000
MAXIMUM DEPTH(FEET) = 2.00
NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH
IN A FLOWING-FULL GUTTER(NORMAL DEPTH = GUTTER HIKE)
U
I NOTE:TRAVLTINE ESTIMATES BASED ON NORMAL DEPTH
IN A FLOWING-FULL GUTTER(NORMAL DEPTH = GUTTER HIKE)
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 7.046
I SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
I TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) =
AVERAGE FLOWDEPTH(FEET) = 1.00 FLOODWIDTH(FEET) =
11.96
2.00
"V't GUTTER FLOW TRAVEL TIME(MIN) = .67 TC(MIN) = 5.67
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 6.98
I SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 7.32
NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH
I IN A FLOWING-FULL GUTTER(NOPMAL DEPTH = GUTTER HIKE)
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 1.60 FLOODWIDTH(FEET) = 2.00
FLOW VELOCITY(FEET/SEC.) = 11.96 DEPTH*VELOCITY = 11.96
FFLOW PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
I DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.0
UPSTREAM NODE ELEVATION = 280.00
I DOWNSTREAM NODE ELEVATION = 239.00
FLOWLENGTH(FEET) = 700.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 7.32
TRAVEL TIME(MIN.) = .97 TC(MIN.) = 6.64
I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE =
I=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.) = 6.64
RAINFALL INTENSIT(INCH/HR) = 6.36
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.32
FOW PROCESS FROM NODE 905.00 TO NODE 906.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I=S=O==I =L==C=L=AS==S=I =F=I=C=A=T-IO~-N--I -S- "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 250.00
DOWNSTREAM ELEVATION = 249.00
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.918
VOW
I
SUBAREA RUNOFF (CFS) = .27
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27
PROCESS FROM NODE 906.00 TO NODE 904.00 IS CODE = 6 ------------------------------------------------------------------------
I >>>>>COMPUTE STRETFLOW TRAVELTIME THRU
UPSTREAM ELEVATION = 249.00 DOWNSTREAM ELEVATION = 239.00
I STREET LENGTH(FEET) = 770.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.83
STREET FLOWDEPTH(FEET) = .32
HALFSTREET FLOODWIDTH(FEET) = 9.49
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37
I
I
PRODUCT OF DEPTH&VELOCITY = .75
STREETF LOW TRAVEL4TIME(MIN) = 5.41 TC(MIN) = 15.31
.100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.712
SOIL CLASSIFICATION I "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 8.98 I-SUMMED AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 9.25
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .37 I1ALFSTREET FLOODWIDTH(FEET) = 12.07
FLOW VELOCITY(FEET/SEC.) = 2.94 DEPTH*VELOCITY = 1.08
****************************************************************************
[FLOW PROCESS FROM NODE 906.00 TO NODE 904.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2 -
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.31
RAINFALL INTENSITY(INCH/HR) = 3.71
TOTAL STREAM AREA(ACRES) = 4.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.25
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
I
I
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.72 6.64 6.361
2 13.52 15.31 3.712
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 13.52 Tc(MIN.) = 15.31
TOTAL AREA(ACRES) = 6.80
END OF STUDY SUMMARY: I PEAK FLOW RATE(CFS) = 13.52 Tc(MIN.) = 15.31
TOTAL AREA(ARCES) = 6.80
*** PEAK FLOW RATE TABLE ***
I Q(CFS) TC(MIN.)
1 12.72 6.64
2 13.52 15.31
I END OF RATIONAL METHOD ANALYSIS
I
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I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(C) Copyright 1982-89 Advanced Engineering Software (aes) I Ver. 5.4A Release Date:12/29/89 Serial # 4579
Analysis prepared by:
I HUNSAKER & ASSOCIATES
Irvine , Inc.
Planning * Engireering * Surveying
Three Hughes, Irvine, California 92718 Ph. 714-583-1010
I FILE NAME: 346CAL.NAT
TIME/DATE OF STUDY: 21:35 9/11/1990
USER SPECIFIED HYbROLOGY AND HYDRAULIC MODEL INFORMATION:
1 .1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.900
I SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90
I SPECIFIED CONSTANT RUNOFF COEFFICIENT = .450
NOTE: ALL CONFLUENCE COMBINATIONS CONSIDERED
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< U
*USER SPECIFIED(cLOBAL): I MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 420.00
I DOWNSTREAM ELEVATION = 419.00
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CF) = .40
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .40
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6
1->>>>>COMPUTE -STRE~TFLOW-TRAVELTIME -THRU-SUBAREA<<<<<
UPSTREAM ELEVATION = 419.00 DOWNSTREAM ELEVATION = 392.00
STREET LENGTH(FEET) = 1130.00 CURB HEIGTH(INCHES) = 6.
I STREET HALFWIDTH('EET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.73
I STREET FLOWDEPTH(FEET) = .35
HALFSTREET FLOODWIDTH(FEET) = 11.04
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.54
PRODUCT OF DEPTH&VELOCITY = 1.23 I STREETFLOW TRAVELTIME(MIN) = 5.32 TC(MIN) = 17.02
100 YEAR RAINFALt, INTENSITY(INCH/HOUR) = 3.467
I *USER SPECIFIED(c±OBAL):
MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 8.58
I SUMMED AREA(ACRE) = 5.70 TOTAL RUNOFF(CFS) = 8.98
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.13
FLOW VELOCITY(FEET/SEC.) = 4.24 DEPTH*VELOCITY = 1.74
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.02
I RAINFALL INTENSITY(INCH/HR) = 3.47
TOTAL STREAM AREA(ACRES) = 5.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.98
I
F
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(IJOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I
I
UPSTREAM ELEVATZON = 1 420.00
DOWNSTREAM ELEVATION = 419.00
ELEVATION DIFFERENCE '= 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)= 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CFS) = 7.95
TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 7.95
I ***************************************************************************
,FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRtJ SIJBAREA<<<<<
I UPSTREAM ELEVATION = 419.00 DOWNSTREAM ELEVATION = 392.00
STREET LENGTH(FEET) = 1200.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TpJvELTIE COMPUTED USING MEAN FLOW(CFS) = 11.97 I STREET FLOWDEPTH(FEET) = .45
HALFSTREET FLOODWIDTH(FEET) = 16.20
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37
I PRODUCT OF DEPTH&VELOCITY = 1.97
STREETF LOW TRAVELTIME(MIN) = 4.58 TC(MIN) = 16.28
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.568
*USER SPECIFIED(GLOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRE) = 5.00 SUBAREA RUNOFF(CFS) = 8.03
I SUMMED AREA(ACRES) = 9.00 TOTAL RUNOFF(CFS) = 15.98
END OF SUBAREA STEETFLOW HYDRAULICS:
DEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 17.74
FLOW VELOCITY(FEET/SEC.) = 4.89 DEPTH*VELOCITY = 2.35
FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
1,CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(NIN.) = 16.28
RAINFALL INTENSITY(INCH/HR) = 3.57
TOTAL STREAM AREA(ACRES) = 9.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.98
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
I STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 24.70 16.28 3.568
2
24.50 17.02 3.467
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 24.70 Tc(NIN.) = 16.28
TOTAL AREA(ACRES) = 14.70
f FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 4
>>>>>COMPUTE PIPE'LOW TRAVELTIME THRU SUBAREA<<<<<
DEPTH OF FLOW IN 18.0 INCH
I PIPEFLOW VELOCITt(FEEP/SEC.)
UPSTREAM NODE ELEVATION =
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 200.00
GIVEN PIPE DIAMEThR(INCH) =
PIPEFLOW THRU SUBAREA(CFS) =
TRAVEL TIME(MIN.) = .14
I
PIPE IS 10.3 INCHES
= 23.8
392.00
360.00
MANNING'S N = • 013
18.00 NUMBER OF PIPES =
24.70
TC(MIN.) = 16.42
I
LFLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = --------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I TOTAL ======================================= NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.42
RAINFALL INTENSIT*L(INCH/HR) = 355
TOTAL STREAM AREA(ACRES) = 14.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.70 I
I- FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 2
>>>>>RATIONAL METjIOD INITIAL SUBAREA ANALYSIS<<<<<
I *USER SPECIFIED(GLOBAt):
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED MONOGRAPH TIME OF CONCENTRATION
I
I
WITH 10-MINUTES ADDED = 14.02(MINUTES)
INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00
UPSTREAM ELEVATION = 370.00
DOWNSTREAM ELEVATION = 360.00
ELEVATION DIFFERENCE = 10.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.929
SUBAREA RUNOFF(CF) = 2.12
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.12
it
**************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
J>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE,:
TIME OF CONCENTRATION(MIN.) = 14.6
RAINFALL INTENSIT(INcH/HR) = 3.93
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
1 CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
I STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 24.43 14.02 3.929
2 26.62 16.42 3.549 1 3 26.36 17.16 3.449
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 26.62 Tc(MIN.) = 16.42
OTAL AREA(ACRES) = 15.90
El
I
I
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 2
>>>>>RATIONAL NEflIOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL)
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 399.90
I DOWNSTREAM ELEVATION = 398.90
ELEVATION DIFFERENCE 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CFS) = .20
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
I
F
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 398.00 DOWNSTREAM ELEVATION = 390.00
STREET LENGTH(FEET) = 830.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.27
STREET FLOWDEPTH(FEET) = .32 I HALFSTREET FLOODWIDTH(FEET) = 9.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.07
PRODUCT OF DEPTH&VELOCITY = .67
I STREETFLOW TPAVELTIME(MIN) = 6.68 TC(MIN) = 18.38
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.299
I SPECIFIED(GLOBAL)
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 4.01
SUMMED AREA(ACRES) = 2.80 TOTAL RtJNOFF(CFS) = 4.21
I END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.77
FLOW VELOCITY(FEE'P/SEC.) = 2.40 DEPTH*VELOCITY = .92
,[
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBEROF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.38
I RAINFALL INTENSIT(INCH/HR) = 3.30
TOTAL STREAM AREA(ACRES) = 2.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.21
FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 2
I --------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I *USER SPECIFIED(tOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I UPSTREAM ELEVATION = 401.70
DOWNSTREAM ELEVATION = 399.00
ELEVATION DIFFERENCE = 2.70
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.403 I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.467
I SUBAREA RUNOFF(CFS) = .25
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .25
F FLOW PROCESS FROrV NODE 105.00 TO NODE 106.00 IS CODE = 6
I>>>>>COMPUTE STREETFLOW TRAVELTIME THRU
UPSTREAM ELEVATION = 399.00 DOWNSTREAM ELEVATION = 390.00
I STREET LENGTH(FEE) = 790.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.78
STREET FLOWDEPTH(FEET) = .38
HALFSTREET FLOODWIDTH(FEET) = 12.77
l.
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.73
PRODUCT OF DEPTH&VELOCITY = 1.04
STREETFLOW TRAVELIME(MIN) = 4.82 TC(MIN) = 13.22
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.080
*USER SPECIFIED(ciLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF (CFS) = 9.00
SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 9.24
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.82
FLOW VELOCITY(FEE/SEC.) = 3.14 DEPTH*VELOCITY = 1.45
I FLOW PROCESS FROM NODE 106.00 TO NODE 103.00 IS CODE = 1
I
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTPATION(MIN.) = 13.22
RAINFALL INTENSITY(INCH/HR) = 4.08
I
I
TOTAL STREAM AREA(ACRES) = 5.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.24
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
1 ** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
i12.65
2 11.68
TIME INTENSITY
(MIN.) (INCH/HOUR)
13.22 4.080
18.38 3.299
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.65 Tc(NIN.) = 13.22
TOTAL AREA(ACRES) = 7.80
I
II
FLOW PROCESS FROM NOtE 107.00 TO NODE 108.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 399.50
DOWNSTREAM ELEVATION = 398.50
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CFS) = .20
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
I
It
FLOW PROCESS FROM NODE108.00 TO NODE 109.00 Is CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 398.50 DOWNSTREAM ELEVATION = 398.00
STREET LENGTH(FEET) = 100.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .76
STREET FLOWDEPTH(FEET) = .27
I HALFSTREET FLOODWIDTH(FEET) = 6.99
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.25
PRODUCT OF DEPTH&VELOCITY = .33
I STREETFLOW TRAVELTIME(NIN) = 1.34 TC(MIN) = 13.04
100 YEAR RAIlFALt IWt'EHSITY(INCH/HOUR) = 4.118
I *USER SPECIFIED(GtOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 1.31
I END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.73
FLOW VELOCITY(FEET/SEC.) = 1.49 DEPTH*VELOCITY = .45
t
FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 Is CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.04
I RAINFALL INTENSITY(INCH/HR) = 4.12
TOTAL STREAM AREA(ACRES) = .70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31
I
II
FLOW PROCESS FROM NODE 111.00 TO NODE 110.00 Is CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVA±ON = 399.40
DOWNSTREAM ELEVATION = 398.00
ELEVATION DIFFERENCE = 1.40
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.459
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.747
SUBAREA RUNOFF(CFS) = .21
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .21
FLOW PROCESS FROM NODE 111.00 TO NODE 110.00 IS CODE .FLOW
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
ITOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
,
TIME OF CONCENTRAION(MIN.) = 10.46
RAINFALL INTENSITY(INCH/HR) = 4.75
TOTAL STREAM AREA(ACRES) = .10
PEAK FLOW RATE(CrS) AT CONFLUENCE = .21
I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR) I i1.35 10.46 4.747
2 1.50 13.04 4.118
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.50 Tc(MIN.) = 13.04
TOTAL AREA(ACRES) = .80
IFLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRtJ SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
1ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.6
UPSTREAM NODE ELEVATION = 398.00
DOWNSTREAM NODE ELEVATION = 379.50 I FLOWLENGTH(FEET) 320.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 1.50
TRAVEL TIME(MIN.) = .71 TC(MIN.) = 13.74
[FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
ITOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRATION(MIN.) = 13.74
RAINFALL INTENSITY(INCH/HR) = 3.98
TOTAL STREAM AREA(ACRES) = .80
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.50
t FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
'
UPSTREAM ELEVATION = 381.40
DOWNSTREAM ELEVATION = 379.50
ELEVATION DIFFERENCE = 1.90
URBANSUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.832
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.492
SUBAREA RUNOFF(CFS) = .79
TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = .79
*************************************************************************** 1 FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF S*REAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.83 I RAINFALL INTENSflY(INCH/HR) = 3.49
TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = .79
I
,FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I *USER SPECIFIED(cLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
UPSTREAM ELEVATION = 381.40
DOWNSTREAM ELEVATION = 379.50
ELEVATION DIFFERENCE = 1.90
URBANSUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.832
100 YEAR RAINFALL INTENSITY(INCH/HOtJR) = 3.492
SUBAREA RUNOFF(CFS) = .47
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .47
1 FLOW PROCESS FROM NODE 115.00 TO NODE 112.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF S'REANS = 3
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRAION(MIN.) = 16.83
RAINFALL INTENSITY(INCH/HR) = 3.49
TOTAL STREAM AREA(ACRES) = .30
PEAK FLOW RATE(CFS) AT CONFLUENCE = .47
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.32 11.19 4.545
2 2.60 13.74 3.980
2.57 16.83 3.492 I. 4 2.57 16.83 3.492
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 2.60 Tc(MIN.) = 13.74
TOTAL AREA(ACRES) = 1.60
FLOW PROCESS FROM NODE 112.00 TO NODE 116.00 IS CODE = 3
U>>>>COMPUTE PIPEFLOW TRAVELTIME THRU
>>>>>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.) = 5.9
I UPSTREAM NODE ELEVATION = 379.50
DOWNSTREAM NODE ELEVATION = 372.00
FLOWLENGTH(FEET) = 410.00 MANNING'S N = .013
I ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 2.60
TRAVEL TIME(MIN.) = 1.16 TC(MIN.) = 14.90
FLOW PROCESS FROM NODE 112.00 TO NODE 116.00 IS CODE =
1 >>>>>DESIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCE<<<<<
,TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.90 I RAINFALL INTENSIT'(INcH/HR) = 3.78
TOTAL STREAM AREA(ACRES) = 1.60
PEAK FLOW RATE(CF) AT ONFLUENCE =., 2.60
I
I
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 2
>>>>>PATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00
I UPSTREAM ELEVATION = 379.00 .....
DOWNSTREAM ELEVATION = 372.00
ELEVATION DIFFERENCE = 7.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 21.421
ISUBAREA
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.989
RUNOFF(CFS) = 1.35
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.35
I
IFLOW PROCESS FROM NODE 118.00 TO NODE 116.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALtJES<<<<<
U TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRATION(MIN.) = 21.42
RAINFALL INTENSITY(INCH/HR) = 2.99
TOTAL STREAM AREA(ACRES) = 1.00
,
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
1 ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
I NUMBER
1
(CFS)
3.26
(MIN.)
12.39
(INCH/HOUR)
4.256
2 3.66 14.90 3.777
3 3.77 17.99 3.345 I 377 17.99 3.345
5 3.64 21.42 2.989
ICOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.77 Tc(MIN.) = 17.99
TOTAL AREA(ACRES) = 2.60
FLOW PROCESS FROM NODE 116.00 TO NODE 119.00 IS CODE = 3
1 ->>->->->--C -O-M-PU-T-E -PIPEFLOW-TRAVELTIME-THRU-SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 I PIPEFLOW VELOCITY(FEET/SEC.) = 6.4
UPSTREAM NODE ELEVATION = 372.00
DOWNSTREAM NODE ELEVATION = 367.00
I FLOWLENGTH(FEET) = 290.00 MANNING' S N
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPEFLOW THRU SUBAREA(CFS) = 3.77
TRAVEL TIME(MIN.) = .75 TC(MIN.) =
18.000
INCHES
= .013
NUMBER OF PIPES =
18.75
1
FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
T *USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
'
UPSTREAM ELEVATION = 370.30
DOWNSTREAM ELEVATION = 368.00
ELEVATION DIFFERENCE = 2.30
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.864
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.281
SUBAREA RUNOFF(CFS) = .24
,TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .24
**************************************************************************** 1 FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
JUPSTREAM ELEVATION = 368.00 DOWNSTREAM ELEVATION = 365.00
STREET LENGTH(FEET) = 280.00 CURB HEIGTH(INCHES) = 6.
,
STREET HALFWIDTH(F'EET)= 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
MULTI-UNITS DEVELOPMEHT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.80 I STREET FLOWDEPTH(FEET) = .28
HALFSTREET FLOODWIDTH(FEET) = 7.57
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.03
I PRODUCT OF DEPTH&VELOCITY = .56
STREETF LOW TRAVELTIME(MIN) = 2.30 TC(MIN) = 11.17
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.550
IMULTI-UNITS
*USER SPECIFIED(GLOBAL):
DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 5.12
I SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.36
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.88
FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH*VELOCITY = .79
IFLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.17
RAINFALL INTENSITt(INCH/HR) = 4.55'
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE (CF) AT CONFLUENCE = 5.36
t FLOW PROCESS FROM NODE 124.00 TO NODE 123.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I*USER SPECIFIED(GLOBAL):
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 570.00
UPSTREAM ELEVATION = 376.00
DOWNSTREAM ELEVATION = 367.00
ELEVATION DIFFERENCE = 9.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 23.989
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.779
SUBAREA RUNOFF(CFS) = .88
TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = .88
FLOW PROCESS FROM NODE 124.00 TO NODE 123.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRATION(MIN.) = 23.99
RAINFALL INTENSIT(INCH/HR) = 2.78
TOTAL STREAM AREA(ACRES) = .70
PEAK FLOW RATE(CFS) AT CONFLUENCE = .88
I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
Ii 5.89 11.17 4.550
2 4.15 23.99 2.779 -
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.89 Tc(MIN.) = 11.17
TOTAL AREA(ACRES) = 3.30
FLOW PROCESS FROM NODE 123.00 TO NODE 119.00 IS CODE =
I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.17 I RAINFALL INTENSITt(INCH/HR) = 4.55
TOTAL STREAM AREA(ACRES) = 3.30
PEAK FLOW RATE(CF) AT CONFLUENCE = 5.89
I
,FLOW PROCESS FROM NODE 116.00 TO NODE 119.00 IS CODE = 7
>>>>>tJSER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
I USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 17.99 RAIN INTENSITY(INCH/HOUR) = 3.35
I
TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 3.77
,
FLOW PROCESS FROM NODE 116.00 TO NODE 119.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALtJES<<<<< 1TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRATION(MIN.) = 17.99
RAINFALL INTENSITt(INCH/HR) = 3.35
TOTAL STREAM AREA(ACRES) = 2.60
I
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.77
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USEDFOR 2 STREAMS.
1 ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
I
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.66 11.17 4.550
2 8.10 17.99 3.346
7.2823.99 2.779
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.66 Tc(MIN.) = 11.17
TOTAL AREA(ACRES) = 5.90
**************************************************************************** I FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
UPSTREAM ELEVATION = 372.00
DOWNSTREAM ELEVATION = 350.00
I ELEVATION DIFFERENCE = 22.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 26.057
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.635
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
LBASIN 2
SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) =
2.61
2.20 TOTAL RUNOFF(CFS) = 2.61
I FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 Is CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I *USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I UPSTREAM ELEVATION = 408.60
DOWNSTREAM ELEVATION = 407.60
ELEVATION DIFFERENCE = 1.00
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CFS) = .20
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
I FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 Is CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I UPSTREAM ELEVATION = 407.60 DOWNSTREAM ELEVATION = 371.00
STREET LENGTH(FEET) = 620.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) 20.00 STREET CROSSFALL(DECIMAL) = .0200 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.15
I STREET FLOWDEPTH(FEET) = .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.68
PRODUCT OF DEPTH&VELOCITY = 1.14 I STREETFLOW TRAVELTIME(MIN) = 2.21 TC(MIN) = 13.91
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.950 I *USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.91
I SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 4.11
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.15
FLOW VELOCITY(FEET/SEC.) = 5.25 DEPTH*VELOCITY = 1.52
****************************************************************************
t FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 3
>>>>>CONPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
G>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 5.8
UPSTREAM NODE ELEVATION = 771.00
DOWNSTREAM NODE ELEVATION = 770.00
FLOWLENGTH(FEET) t= 80.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETEI(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 4.11
TRAVEL TIME(MIN.) = .23 TC(MIN.) = 14.14
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRATION(NIN..) = 14.14
RAINFALL INTENSITY(INCH/HR) = 3.91
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.11
I FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAMELEVATION = 410.00
DOWNSTREAM ELEVATION = 409.00
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CFS) = .20
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
***************************************************************************
I FLOW PROCESS FROM NODE 206.00 TO NODE 204.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I UPSTREAM ELEVATION = 409.00 DOWNSTREAM ELEVATION = 374.40
STREET LENGTH(FEE) = 630.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 125
I STREET FLOWDEPTH(FEET) = .22
HALFSTREET FLOODWIDTH(FEET) = 4.68
AVERAGE FLOW VELOCITY(FEET/SEc.) = 3.70
PRODUCT OF DEPTH&VELOCITY = .81 I STREETFLOW TRAVELTIME(MIN) = 2.83 TC(MIN) = 14.53
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.839
I *USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.07
I SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.27
END OF SUBAREA ST1EETrLOW HYDRAULICS:
DEPTH(FEET) = .25 HALFSTREET FLOODWIDTH(FEET) = 6.41
,FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH*VELOCITY = 1.09
I
F FLOW PROCESS FRO$ NODE 206.00 TO NODE 204.00 IS CODE = 1
>>>>>DESICNATE I11DEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF S*REAI4S = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRAION(MIN.) = 14.53
RAINFALL INTENSI(INCH/HR) = 3.84
I TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CPS) AT CONFLUENCE = 2.27
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMUlA USED FOR 2 STREAMS.
** PEAK FLOW RATEI TABLE **
I STREAM RUNOFF TIME INTENSITY
NUMBER (CPS) (MIN.) (INCH/HOUR)
1 6.34 14.14 3.908
I 2 6.31 14.53 3.839
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
,
PEAK FLOW RATE(CPS) = 634 Tc(MIN.) = 14.14
TOTAL AREA(ACRES) = 3.60
FLOW PROCESS FROM NODE 204.00 TO NODE 20700 IS CODE = 3
>>>>>COMPUTE PIPEF.LOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
IPIPEFLOW
DEPTH OF FLOW IN 18.0 INCli PIPE IS 6.9 INCHES
VELOCITYFEET/SEc..) = 10.1
UPSTREAM NODE ELEVATION = 371.00
I DOWNSTREAM NODE ELEVATION = 358.00
FLOWLENGTH(FEET) = 20.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 6.34
ITRAVEL TIME(MIN..) = .53 TC(MIN.) = 14.67
IFLOW PIOCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 2
>>>>>1ATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
IS INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 408.60
DOWNSTREAM ELEVATION = 407.60 I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOtJR) = 4.416
UBAREA RtJNOFF(CFS) = .20
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
1 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 2
I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL): I MULTI-UNITS tEVEJOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 395.40
I DOWNSTREAM ELEVATION = 394.40
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CS) = .20
TOTAL AREA(ACRE$ = .10 TOTAL RUNOFF(CFS) = .20
**************************************************************************
FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 6
I >>>>>COMPUTE STFEETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 394.40 DOWNSTREAM ELEVATION = 359.00 I STREET LENGTH(FEET) = 720.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTFI(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
I MULTI-UNITS bEVEOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.16
STREET FLOWDEPTH(FEET) = .28
I HALFSTREET FLOODWIDTH(FEET) = 7.57
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58
PRODUCT OF DEPTH&VELOCITY = 1.27
I STREETFLOW TRAVE±JTIME(MIN) = 2.62 TC(MIN) = 14.32
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.876
*USER SPECIFIED(GLOBAL):
I
I
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACIES) = 3.40 SUBAREA RUNOFF(CFS) = 5.93
SUMMED AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 6.13
END OF SUBAREA SREETFLOW HYDRAULICS:
DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.46
FLOW VELOCIT'1(FEET/SEC.) = 5.05 DEPTH*VELOCITY = 1.70
**************************************************************************
FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.32
RAINFALL INTENSrE'Y(INCH/HR) = 3.88
I TOTAL STREAM AREA(ACRES) = 3.50
PEAK FLOW RATE(dFS) AT CONFLUENCE = 6.13
I
I FLOW PROCESS FROMNODE 212.00 TO NODE 213.00 Is CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I *USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I UPSTREAM ELEVATION = 399.50
DOWNSTREAM ELEVATION = 398.50
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700 I 100 YEAR RAINFALL I1tTENSITY(INCH/HoUR) = 4.416
SUBAREA RUNOFF(CFS) = .20
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
I FLOW PROCESS FRO14 NODE 213.00 TO NODE 211.00 Is CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I UPSTREAM ELEVATION = 398.50 DOWNSTREAM ELEVATION = 359.00
STREET LENGTH(FEET) = 70.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTHFEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
I SPECIFIED NUMBER OF I4ALFSTREETS CARRYING RUNOFF = 1
MULTI--UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.05
STREET FLQWDEPTH(FEET) = .28 I HALFSTREET FLqODWIDTH(FEET) 7.57
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.42
PRODUCT oE DEPTH&VELOCITY = 1.23 I STREETFLOW TRAVELTIME(MIN) = 2.83 TC(MIN) = 14.53
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.840
I *USER SPECIFIED(GLQBAL):
MULTI'-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 5.70
SUMMED AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 5.90 I END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 42 HALFSTREET FLOODWIDTH(FEET) = 9.88
FLOW VELOCITY(FEET/SEC.) = 5.39 DEPTH*VELOCITY = 1.75
I
I FLOW PROCESS FROt' NODE 213.00 TO NODE 211.00 IS CODE =
>>>>>DESIGNAPE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF TREANS = 2
CONFLUENCE VALUES USED FOP, INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRATIOFf(MIN.) = 14.53
RAINFALL INTENSITY(DtCH/HR) = 3.84
TOTAL STREAM AREA(ACRES) = 3.40
I PEAK FLOW RATE(CPS) AT CONFLUENCE = 5.90
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS. I
** PEAK FLOW RATi TABLE *
STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.97 14.32 3.876
2 11.97 14.53 3.840
COMPUTED CONFLUEHCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CPS) = 11.97 Tc(MIN.) = 14.32 TOTAL AREA(ACRES) = 6.90
****************************************************************************
FLOW PROCESS FROM NODE 211.00 TO NODE 207.00 IS CODE =
>>>>>DESIGNATE ITDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRATION(MIN.) = 14.32
RAINFALL INTENSrtY(INCH/HR) = 3.88
TOTAL STREAM AREA(ACRES) = 6.90
PEAK FLOW RATE(C'S) AT CONFLUENCE = 11.97 I
I FLOW PROCESS FROI1 NODE 204.00 TO NODE 207.00 IS CODE = 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< - -
I USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 14.67 RAIN INTENSITY(INCH/HQUR) = 3.82
TOTAL AREA(ACRES) 3.60 TOTAL RUNOFF(CFS) = 6.34
****************************************************************************
f LOW PROCESS FROM NODE 204.00 TO NODE 207.00 IS CODE =
>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
ITOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I TIME OF CONCENTRATION(MIN.) = 14.67
RAINFALL INTENSITY(INCH/HR) = 3.82
TOTAL STREAM AREA(ACRES) = 3.60
I PEAK FLOW RATE (CPS) AT CONFLUENCE = 6.34
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
ll ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
I NUMBER
1
(CFS)
18.22
(MIN.)
14.32
(INCH/HOUR)
3.876
2 18.27 14.53 3.840
3 18.24 14.67 3.816
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CPS) - 18.27 Tc(MIN.) = 14.53
TOTAL AREA(ACRES) = 10.50
Li
I
I
***************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 214.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTE-ETIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.4
UPSTREAM NODE ELEVATION = 357.90
DOWNSTREAM NODE ELEVATION = 350.40
I FLOWLENGTH(FEET) 200.00 MANNING'S N = .013
ESTIMATED PIPE DAMETR(DCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 18.27
TRAVEL TINE(MIN.) = .27 TC(MIN.) = 14.80
t FLOWPROCESS FROM NOD 207.00 TO NODE 214.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< -- -
TOTAL NUMBER NUMBER OF SREAMS = 3 -- -
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.80
RAINFALL INTENSrt'Y(INCH/HR) = 3.79
TOTAL STREAM AREA(ACRS.) = 10.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.27 I
I FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 2
>>>>>RATIONAL METIOD INITIAL SUBAREA ANALYSIS<<<<<
I *USER
MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH (FEET) = 175.00
I UPSTREAM ELEVATION = 357.90
DOWNSTREAM ELEVATION = 350.40
ELEVATION DIFFEiENCE = 7.50
I URBAN SUBAREA O'1ERLAND TIME OF FLOW(MINUTES) = 9.529
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOTJR) = 5.041
SUBAREA RUNOFF(CF) = .91
TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = .91
I **************************************************************************
FLOW PROCESS FROM NODE 218.00 TO NODE 214.00 IS CODE = 1
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.53
RAINFALL INTENSIT1(INCH/HR) = 5.04
TOTAL STREAM AREA(ACRES) = .40
PEAK FLOW RATE (CF) AT CONFLUENCE = .91
1 FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 Is CODE = 2
I >>>>>PATIONAL NET!OD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAt):
I INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00
UPSTREAM ELEVATION = 358.00
DOWNSTREAM ELEVATION = 350.40
ELEVATION DIFFE1ENCE = 7.60
URBAN SUBAREA Ot7ERLAND TIME OF FLOW(MINUTES) = 11.044
*CAUTION: SUBARA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.583
SUBAREA RUNOFF(CF)= .21
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .21
I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 216.00 TO NODE 214.00 Is CODE = 1
>>>>>DESIGNATE INEPENDENP STREAM FOR CONFLUEHCE<<<<<
COMPUTE 'tIARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATTON(MIN.) = 11.04
RAINFALL INTENSIT(INCH/HR) = 4.58
TOTAL STREAM AREA(ACRES) = .10
PEAK FLOW RATE(CF) AT CONFLUENCE = .21
RAINFALL INTENSIT'1 AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
RUNOFF TIME INTENSITY I STREAM
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 14.93 9.53 5.041
2 16.25 11.04 4.583
19.0
14.59 3.830
4 19.13 14.80 3.795
5 19.0 14.94 3.772
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.13 Tc(MIN.) = 14.80
TOTAL AREA(ACRES) = 11.00
1 FLOW PROCESS FROM NODE 214.00 TO NODE 219.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<
ITOTAL NUMBER OF STREAMS
CONFLUENCE VALUES USED FOR
,TIME OF CONCElrTRATrONMIN.)
2
INDEPENDENT STREAM 1 ARE:
= 14.80
RAINFALL INTENSIT1(INCH/HR) = 3.79
TOTAL STREAM AREA(ACRES) = 11.00
PEAK FLOW RATE(CFS) At CONFLUENCE = 19.13
I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 2
I >>>>>PATIONAL METHOD tNITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(dOBAL):
COMMERCIAL DEVELOPMENt RUNOFF COEFFICIENT = .4500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00
UPSTREAM ELEVATION = 380.20
DOWNSTREAM ELEVATION = 354.50
I
I
ELEVATION DIFFERENCE = 25.70
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.380
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: StJBA1EA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFAL INTENSITY(INCH/HOUR) = 3.300 I SUBAREA RUNOFF(CFS) = 1.63
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.63
I FLOW PROCESS FROM NODE 221.00 TO NODE 219.00 IS CODE =
I
I >>>>>DESIGNATE IItDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< --
TOTAL NUMBER OF 9tREAMS = 2 -
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRAI0N(MIN.) = 18.38
I
I
RAINFALL INTENSITY(INCH/HR) = 3.30
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMtJL1L USED FOR 2 STREAMS.
PEAK FLOW IATE1 TABLE **
I =
U STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
I i16.00 9.53 5.041
2 17.43 11.04 4.583
3 20.49 14.59 3.830
4 20.55 14.80 3.795
I 5 20.52 14.94 3.772
6 18.33 18.38 3.300
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATt(CrS) = 20.55 Tc(MIN.) 14.80
TOTAL AREA(ACRES) = 12.10
FLOW PROCESS FRO14 NODE 219.00 TO NODE 222.00 IS CODE = 3
I --------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU StJBAREA<<<<<
I
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 18.0 INCH PIPE Is 13.3 INCHES -
PIPEFLOW VELOCITY(FEET/SEc.) = 14.7
NODE ELEVATION = 350.00 I UPSTREAM
DOWNSTREAM NODE ELEVATION = 342.00
FLOWLENGTH(FEET) = 150.00 MANNING'S N = .013
I ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS) =
= 18.00
20.55
NUMBER OF PIPES =
TRAVEL TIME(MIN.) = .17 TC(MIN.) = 14.97
FLOW PROCESS FROM NODE 219.00 TO NODE 222.00 IS CODE =
>>>>>b1sIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.97
RAINFALL INTENSITY(INCH/HR) = 3.77
IPEAK
TOTAL STREAM AREAACRES) = 12.10
FLOW RATE(CFS) AT CONFLUENCE = 20.55
I FLOW PROCESS FROM NODE 223.00 TO NODE 224.00 IS CODE = 2
>>>>>PATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER PECIFIED(GLOBAL)
I MULTI-UNITS DEVELOPMEHT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 347.00
I DOWNSTREAM ELEVATIOI' = 346.00
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416 I SUBAREA RUNOFF(CFS) = .20
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 224.00 TO NODE 222.00 IS CODE = 6
I>>>>>CMPtTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 346.00 DOWNSTREAM ELEVATION = 345.00 ISTREET LENGTH(FEET) = 180.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 rLTI-UNITS DEVELOPMENLT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.44
STREET FLOWDEPTH(FEET) = .25
I HALFSTREET FLOODWIDTH(FEET) = 6.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.36
PRODUCT OF DEPTH&VELOCITY = .35
STREETFLOW TRAVELTIME(MIN) = 2.21 TC(MIN) = 13.91
I
I
I I
LBASIN 3
I
U
I
U
I
U
L
Li
I
Ii
I
I
7
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.949
*USER SPECIFIED(GLOBAL):
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRE) = 1.40 SUBAREA RUNOFF(CFS) = 2.49
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 2.69
,END OF SUBAREA STXEETFLOW HYDRAULICS:
DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.73
FLOW VELOCITY(FEE/SEC.) = 1.53 DEPTH*VELOCITY = .46
**************************************************************************
FLOW PROCESS FROM NODE 224.00 TO NODE 222.00 IS CODE = 1
U>>>>>DESIGNATE INEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
ITOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRAION(MIN.) = 13.91
ITOTAL
RAINFALL INTENSIT(INCH/HR) = 3.95
STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CF) AT CONFLUENCE = 2.69
IRAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME
NUMBER (CFS) (MIN.)
18.13 9.71 I l
2 19.77 11.22
3 22.40 13.91
I 5
23.07
23.11
14.76
14.97
6 23.06 15.11
7 20.56 18.55
INTENSITY
(INCH/HOUR)
4.981
4.537
3.949
3.801
3.767
3.744
3.280
COMPUTED CONFLUENdE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CF) = 23.11 Tc(MIN.) = 14.97
ITOTAL AREA(ACRES) = 13.60
* *************************************************************************
LOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
1USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 412.50
DOWNSTREAM ELEVATION 411.50
ELEVATION DIFFEENCE.= 1.00 l URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CF) = .20
1OTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
* ***********************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 Is CODE = 6
>>>>>COMPUTE STRETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 411.50 DOWNSTREAM ELEVATION = 378.70
I STREET LENGTH(FEE) = 550.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(EET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING. RUNOFF = 1
,MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIMECOMPUTED USING MEAN FLOW(CFS) = 2.07
STREET FLO4DEPTH(FEET) = .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.52
PRODUCT OF DEPTH&VELOCITY = 1.10
STREEPFLOW TRAVELIME(MIN) = 2.03 TC(MIN) = 13.73
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.983
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I SUBAREA AREA(ACRE) = 2.10 SUBAREA RUNOFF(CFS) = 3.76
SUMMED AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 3.96
END OF SUBAREA STEETFLOW HYDRAULICS:
I DEPTH(FEET) = .2 HALFSTREET FLOODWIDTH(FEET) = 8.15
FLOW VELOCITY(FEE/SEC;) 5.07 DEPTH*VELOCITY = 1.47
IFLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE =
J>>>>>DESIGNATE INbEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
lCONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRAION(MIN.) = 13.73
RAINFALL INTENSITY(INCH/HR) = 3.98
TOTAL STREAM AREA(ACRES) = 2.20
1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.96
1 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 2
,>>>>>RATIONAL MET1OD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 397.00
DOWNSTREAM ELEVATION = 396.00
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
UBAREA RUNOFF(CFS) = .20
OTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
* *************************************************************************
LOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 6
>>>>COMPUTE STRETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 396.00 DOWNSTREAM ELEVATION = 385.00 I STREET LENGTH(FEET) = 440.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TPVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.04
STREET FLOWDEPTH(FEET) = .23
HALFSTREET FLOODWIDTH(FEET) = 5.26 I AVERAGE FLOW VELOCITY(FEET/SEC..) = 2.58
PRODUCT OF DEPTH&VELOCITY = .60
STREETFLOW TRAVELTIME(MIN) = 2.84 TC(MIN) = 14.54
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.838
*USER SPECIFIED(GLOBAL):
I MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 2.10 SUBAREA RtJNOFF(CFS) = 3.63
SUMMED AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 3.83
END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH(FEET) = .21 I-tALFSTREET FLOODWIDTH(FEET) = 6.99
FLOW VELOCITY(FEET/SEd.) = 3.15 DEPTH*VELOCITY = .84
FLOW PROCESS FROM NODE 307.00 TO NODE 304.00 IS CODE = 3
U>>>>USING
>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCITES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.1
IUPSTREAM NODE ELEVATION = 382.00
DOWNSTREAM NODE ELEVATION = 378.00
FLOWLENGTH(FEET) 120.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
ITRAVEL
PIPEFLOW THRU SUBAREA(CFS) = 3.83
TIME(MIN.) = .25 TC(MIN.) = 14.79
I
FLOW PROCESS FROM NODE 307.00 TO NODE 304.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRAION(NIN.) = 14.79
RAINFALL INTENSITY(INCH/HR) = 3.80
ITOTAL STREAM AREA(ACRES) = 2.20
PEAK FLOW RATE(CF) AT CONFLUENCE =' 3.83
LOW PROCESS FROM NODE 308.00 TO NODE 304.00 IS CODE = 2
>>>>RATIONAL METI4OD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
fuLTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I
I
I
I
BASIN 4t
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 379.00
DOWNSTREAMELEVATION = 378.00
ELEVATION DIFFE1ENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CFS) = .99
TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = .99
FLOW PROCESS FROM NODE 308.00 TO NODE 304.00 Is CODE = 1 >>>>>DESIGNATE -INOEPENDENT -STREAM -FOR-CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLIJENCED STREAM VALtJES<<<<<
ITOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRA9ION(MIN..) = 11.70
ITOTAL
RAINFALL INTENSIT1(INCH/HR) = 4.42
STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CF) AT CONFLUENCE = .99
IRAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
1** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR) I i7.86 11.70 4.416
2 8.51 13.73 3.983
3 8.46 14.79 3.797
ICOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CF) = 8.51 Tc(MIN.) = 13.73
,TOTAL AREA(ACRES) = 4.90
1FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 2
>>>>>BATIONAL METhOD INITIAL SUBAREA ANALYSIS<<<<<
I*USER SPECIFIED(GtOBAL):
LTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 356.00
DOWNSTREAM ELEVATION = 355.00
ELEVATION DIFFERENCE = 1.00
I URBAN SUBAREA OVERLAND TIME OF FLOt(MINtJTES) = 11.700
100 YEAR RAINFALtJINTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CFS) = .20
OTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
_[LOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 6
>>>>>COMPUTE STRETFLOW TRAVELTIME THRU StJBAREA<<<<<
UPSTREAM ELEVATIO4 = 356.00 DOWNSTREAM ELEVATION = 340.40
STREET LENGTHFEE'I) = 600.00 CURB HEIGTH(INCHES) = 6.
I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I **TPVELTIE COMPUTED USING MEAN .FLOW(CFS) = 2.02
STREET FLODEPTH(FEET) = .23
HALFSTREET FLOODWIDTH(FEET) = 5.26
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56
I
II
PRODUCT OF DEPTH&VELOCITY = .59
STREETF LOW TRAVELIME(MIN) = 3.91 TC(MIN) = 15.61
100 YEAR RAINFALLINTENSITY(INCII/HOUR) = 3.666
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.63
SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 3.83
END OF SUBAREA ST$EETFLOW HYDRAULICS:
DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 6.99
1 FLOW VELOCITY(FEE/SEC.) = 3.15 DEPTH*VELOCITY = .84
I **************************************************************************
FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 1
•>>>>>DESIGNATE INiJEPENDENT STREAM FOR CONFLUENCE<<<<<
1TOTAL NUMBER OF AM STRES = 2
-
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
ITIME OF CONCENTRAION(MIN.) = 15.61
RAINFALL INTEI'tSIT'(INCH/HR) = 3.67
TOTAL STREAM AREA(ACRES) = 2.30
,PEAK FLOW RATE(CF) AT CONFLUENCE = 3.83
1FLOW PROCESS FROM NODE 405.00 TO NODE 404.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
1*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
UPSTREAM ELEVATION = 342.00
DOWNSTREAM ELEVATION = 339.00
ELEVATION DIFFERENCE = 3.00 I URBAN SUBAREA OkTERLAND TIME OF FLOW(MINUTES) = 14.455
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.853
SUBAREA RUNOFF(CF) = 2.25
OTAL AREA(ACRES) = 130 TOTAL RUNOFF(CFS) = 2.25
YOW PROCESS FROM NODE 405.00 TO NODE 404.00 IS CODE = 1
>>>>>DESIGNATE INtEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I
I
I
Ii
L BASIN 5
L
L
Li
I
Li
I
Li
I
LI
I
LI
I
I
TIME OF CONCENTRATION(MIN.) = 14.45
RAINFALL INTENSITY(INCH/HR) = 3.85
I
I
TOTAL STREAM AREA ACRES) = 1.30
PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.25
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLTJNCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW PATE TABLE **
I STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.90 14.45 3.853
2 5.97 15.61 3.666
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.97 Tc(MIN.) = 15.61
TOTAL AREA(ACRES) = 3.60
I FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 2
I: >>>>>RATIONAL MET}OD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL): - - -
,
,MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 359.00
DOWNSTREAM ELEVATION = 358.00
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
U SUBAREA RUNOFF(CF) = .20
TOTAL AREA(AbRES) = .10 TOTAL RUNOFF(CFS) = .20
I FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATIO1 = 358.00 DOWNSTREAM ELEVATION = 354.00
I STREET LENGTH(FEET) = 550.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 U **TRAVELTI$E COMPUTED USING MEAN FLOW(CFS) = 3.48
STREET FLO1DEPTH(FEET) = .31
HALFSTREET FLOODWIDTH(FEET) = 9.30
' AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77
PRODUCT OF DEPTH&VELOCITY = .55
STREETFLOW TRAVELTIME(MIN) = 5.19 TC(MIN) = 16.89
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.484
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELtPMENT RUNOFF COEFFICIENT = .4500
ISUMMED
SUBAREA AREA(ACRE) = 4.10 SUBAREA RUNOFF(CFS) = 6.43
AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 6.63
END OF SUBAREA STEETFLOW HYDRAULICS:
DEPTH(FEET) = .37 HALFSPREET FLOODWIDTH(FEET) = 12.20
FLOW VELOCITY(FEE/SEC.) = 2.06 DEPTH*VELOCITY = .76
FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE =
1>>>>>DIP,SIGNATE -INOEPENDENT -STREAM FOR CONFLUENCE<<<<<
,
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRAION(MIN.) = 16.89
RAINFALL INTEMSIT1(INCH/HR) = 3.48
IPEAK
TOTAL STREAM AREA(ACRES) = 4.20
FLOW RATE(CFS) AT CONFLUENCE = 6.63
I FLOW PROCESS FROM NODE 505.00 TO NODE 504.00 IS CODE = 2
>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED (GLOBAL) :
IINDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
UPSTREAM ELEVATION = 376.00
I DOWNSTREAM ELEVATION = 354.00
ELEVATION DIFFERENCE = 22.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.586
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
I DEFINITION. EXTRAPOLATION OF MONOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFflUTION. EXTRAPOLATION OF NOMOGRAPH USED.
k100 YEAR RAII4FALt INTENSITY(INCH/HOUR) = 3.276
UBAREA RUNOFF(CFS) = .88
OTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = .88
** * * * ******** ** *********** ************ *** ***** ***** **** *** *************
FLOW PROCESS FROM NODE 505.00 TO NODE 504.00 IS CODE = 1
I> >>>>DESIGNATE INbEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
IOTAL NUMBER OF STREAMS = 2
ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 18.59
tA
INFALL INTENSITY (INCH/HR) = 3.2'
TAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = .88
FAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE ** C T
*
REAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR) I l7.46 16.89 3.484
2 7.12 18.59 3.276
OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) =
TOTAL AREA(ACRES) =
7.46 Tc(MIN.) = 16.89
4.80 I S.
I FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 Is CODE =
>>>>>DESIGNATE INbEPENDENT STREAM FOR CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRA2ION(MIN.) = 16.89
ITOTAL
RAINFALL INTENSIT(INCH/HR) = 3.48
STREAM AREA(ACRES) = 4.80
PEAK FLOW RATE(CF) AT CONFLUENCE = 7.46
*****k*****************************k*************************************
,
FLOW PROCESS FROM NODE 507.00 TO NODE 506.00 Is CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I *USER SPECIFIED(GLOBAL):
INDUSTRIAL DEVELOt'MENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 670.00
I, UPSTREAM ELEVATION = 376.00
DOWNSTREAM ELEVATION = 354.00
ELEVATION DIFFERENCE = 22.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
I NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.087
SUBAREA RUNOFF(CFS) = .83
TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) =
20.376
USED.
.83
* * * * ** * ******** * ** ******* * ** ***
IFLOW PROCESS FROM NODE 507.00 TO NODE 506.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<z<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
IRAINFALL
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 20.38
INTENSIT'I(INCH/HR) = 3.09
TOTAL STREAM AREA (ACRES) = .60
1PEAK FLOW RATE(CFS) AT CONFLUENCE = .83
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
17 ONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
I TREAM RUNOFF
UMBER (CFS)
1 8.20
2 7.90
3 7.54
TIME INTENSITY
(MIN.) (INCH/HOUR)
16.89 3.484
18.59 3.276
20.38 3.087
Li
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
ITOTA L
PEAK FLOW RATE(CF) = 8.20 Tc(MIN.) = 16.89
AREA(ACRES) = 5.40
I FLOW PROCESS FROM NODE 506.00 TO NODE 509.00 IS CODE = 3
I
I >>>>>COMPUTE PIPE'LOW TRAVELTIME THRU
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.4
IDOWNSTREAM
UPSTREAM NODE ELEVATION = 354.00
NODE ELEVATION = 338.00
FLOWLENGTH(FEET) 440.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = IPIPEFLOW THRU SUBAREA(CFS) = 8.20
TRAVEL TIME(MIN.) = .71 TC(MIN.) = 17.60
I FLOW PROCESS FROM NODE 506.00 TO NODE 509.00 IS CODE =
I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<cz<<<
TOTAL NUMBER OF STREAMS = 2
ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(NIN.) = 17.60
RAINFALL INTENSIT(INCH/HR) = 3.39
ITOTAL STREAM AREA(ACRES) = 5.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.20
]FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GtOAL):
IINDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00
UPSTREAM ELEVATION = 354.00
DOWNSTREAM ELEVATION 338.00
I ELEVATION DIFFEREtCE = 16.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.960
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
IS
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALLINTENSITY(INCH/HOUR) = 3.614
UBAREA RUNOFF(CFS) = .65
TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = .65
_FLOW PROCESS FROM NODE 511.00 TO NODE 509.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I
TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCElITRATION(MIN.) 15.96
RAINFALL INTENSIT(INCH/HR) = 3.61
ITOTAL STREAM AREA(ACRES) = .40
PEAK FLOW RATE(CFS) AT CONFLUENCE = .65
,
RAINFALL INTENSIT1
CONFLUENCE FORMULA
AND TIME
USED FOR
OF CONCENTRATION RATIO
2 STREAMS.
** PEAK FLOW RATE TABLE **
RUNOFF TIME INTENSITY I STREAM
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.35 15.96 3.614
2 8.81 17.60 3.393 I 3 8.48 19.30 3.197
4 8.08 21.10 3.019
ICOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW PATE(CFS) = 8.81 Tc(MIN.) = 17.60
TOTAL AREA(ACRES) = 5.80
I
_(->>>>COMPUTE
LOW PROCESS FROM NODE 509.00 TO NODE 512.00 IS CODE = 3
PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ISTIMATED PIPE DINETER(INCH) INCREASED TO 18.000 -
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES
IIPEFLOW VELOCITY(FEET/SEC.) = 14.1
PSTREAM NODE ELEVATIoir = 338.00
DOWNSTREAM NODE ELEVATION = 330.00
LOWLENGTH(FEET) = 100.00 MANNING'S N = .013
STIMATED PIPE DIANETE1(INCH) = 18.00 NUMBER OF PIPES =
IPEFLOW THRU SUBAREA(CFS) 8.81
TRAVEL TIME(MIN.) = .12 TC(MIN.) = 17.72
****************************************************************************
LOW PROCESS FROM NODE 509.00 TO NODE 512.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
IOTAL NUMBER OF STREAMS = 2
ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRA'ION(MIN.) = 17.72
EbAINFALL INTENSITY(INCt-I/HR) = 3.38
OTAL STREAM AREA(ACRE) = 5.80
PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.81
* ************************************************************************
FLOW PROCESS FROM NODE 513.00 TO NODE 514.00 IS CODE = 2
>>>>RATIONAL METHOD IMITIAL SUBAREA ANALYSIS<<<<<
USER PECIFIED(GLbAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00
UPSTREAMELEVATION 354.00
DOWNSTREAM ELEVATION = 330.00
ELEVATION DIFFErENCE = 24.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) =
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPHDEFII4ITION. EXTRAPOLATION OF NOMOGRAPH
100 YEAR RAINFALL INTENSITY(INCH/HQUR) = 3.498
SUBAREA RUNOFF(CF) = .63
TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) =
16.792
USED.
.63
FLOW PROCESS FROM NODE 514.00 TO NODE 512.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE'VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF C0NCENTRAUION(MIN.) = 16.79
RAINFALL INTENSITY(INCH/HR) = 3.50
TOTAL STREAM AREA(ACRES) = .40
PEAK FLOW RATE(CF) AT CONFLUENCE = .63
RAINFALL INTENSITE
I'CONFLUENCE FORMULA
** PEAK T'T.OW P79'1
,STREAM
NUMBER
1
2
I 3 4
5
TABLE **
TIME INTENSITY
(MIN.) (INCH/HOUR)
16.08 3.597
16.79 3.498
17.72 3.379
19.42 3.185
21.22 3.007
RUNOFF
(CFS)
8.96
9.14
9.42
9.05
8.62
AND TIME OF CONCENTRATION RATIO
USED FOR 2 STREAMS.
I COMPUTED CONFLUENdE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CF) = 9.42 Tc(MIN.) = 17.72
TOTAL AREA(ACRES) = 6.20 I "I
1FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 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 7.8 INCHES
tPSTREAM
IPEFLOW VELOCITY(FEET/SEC.) = 12.9
NODE ELEVATION = 330.00
DOWNSTREAM NODE ELEVATION = 300.00
IFLOWLENGTH(FEET) 500.00 MANNING'S N = .013
IESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 9.42
TRAVEL TIME(MIN.) = .64 TC(MIN.) = 18.36
I
I FLOW PROCESS FROM NODE 514.00 TO NODE 515.00 IS CODE = 2
I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GthBAL):
INDUSTRIAL DEVELO'NENT RUNOFF COEFFICIENT = .4500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
UPSTREAM ELEVATION = 330.00
DOWNSTREAM ELEVATION = 300.00
I
I
ELEVATION DIFFE1EMCE = 30.00
URBAN SUBAREA OVERLAND TIME OF FL6'7(MINUTES) = 14.398
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALti INTENSITY(INCH/HOUR) = 3.862
SUBAREA RUNOFF(CFS) = .87
TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = .87
I FLOW PROCESS FROM NODE 515.00 TO NODE 516.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
U TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.40
ITOTAL
RAINFALL INTENSITi(INCH/HR) = 3.86
STREAM AREA(ACRES) = .50
J
PEAK FLOW PATE(CFS) AT CONFLUENCE = .87
I
,
FLOW PROCESS FROM NODE 517.00 TO NODE 516.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USERSPECIFIED(GtOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00
I UPSTREAM ELEVATION = 330.00
DOWNSTREAM ELEVATION = 300.00
ELEVATION DIFFERENCE = 30.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.877 I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
I MONOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALj INTENSITY(INCH/HOUR) = 3.782
SUBAREA RUNOFF(CFS) = 1.02
TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1.02
1FLOW PROCESS FROM NODE 517.00 TO NODE 516.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2. I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRA'IION(MIN.) = 14.88
RAINFALL INTENSIT1(INCH/HR) = 3.78
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.02
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
I STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.87 14.40 3.862
2
1.87 14.88 3.782
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CF) = 1.87 Tc(MIN.) = 14.88
TOTAL AREA(ACRES) = 1.10
IFLOW PROCESS FROM NODE 516.00 TO NODE 513.00 IS CODE =
,>>>>>DESIGNATE INbEPENDENT STREAM FOR CONFLUENCE<<<<< JTSTAS NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
ITIME OF CONCENTRATION(MIN.) = 14.88
RAINFALL INTE1'SIT(INCH/HR) = 3.78
TOTAL STREAM AREA(ACRES) = 1.10
P FLOW RATE(CFS) AT CONFLUENCE = 1.87
il
jFLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
SER-SPECIFIED VALUES ARE AS FOLLOWS:
C(MIN) = 18.36 RAIN INTENSITY(INCH/HOUR) = 3.30
TOTAL AREA(ACRES) = 6.20 TOTAt RUNOFF(CFS) = 9.40
****************************************************************************
1LOW PROCESS FROM NODE 512.00 TO NODE 513.00 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: UME OF CONCENTRATION(MIN.) = 18.36
INFALL INTENSITY(INCH/HR) = 3.30
TOTAL STREAM AREA(ACRES) = 6.20
IfEAK FLOW RATE (CFS) AT CONFLUENCE = 9.40
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
IfONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK FLOW RATE TABLE **
RUNOFF TIME INTENSITY I STREAM
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.90 14.40 3.862
I 2
3
10.08
11.03
14.88
18.36
3.782
3.302
COMPUTED CONFLUENdE ESTIMATES ARE AS FOLLOWS:
ITOTAL
PEAK FLOW RATE(CF) = 11.03 Tc(MIN.) = 18.36
AREA(ACRES) = 7.30
I ***********************************************************************
FLOW PROCESS FROM NODE 513.00 TO NODE 518.00 IS CODE = 3
1>>>>>USING
>>>>>CONPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
IESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 13.6
IUPSTREAM NODE ELEVATION = 300.00
DOWNSTREAM NODE EtEVATION = 262.00.
FLOWLENGTH(FEET) = 620.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = lPIPEFLOW THRU SUBAREA(CFS) = 11.03
TRAVEL TIME(MIN.) = .76 TC(MIN.) = 19.12
FLOW PROCESS FROM NODE 513.00 TO NODE 518.00 IS CODE =
I>>>>>STE IN)EPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
IONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
IME OF CONCENTRAION(NIN.) = 19.12
RAINFALL INTESIT1(INCH/HR) = 3.22
FOTAL STREAM AREA(ACRES) = 7.30
EAK FLOW RATE(CFS) AT CONFLUENCE = 11.03
LOW PROCESS FROM NODE 519.00 TO NODE 520.00 IS CODE = 2
4 >>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
ILTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
UPSTREAM ELEVATION = 300.00
DOWNSTREAM ELEVATION = 262.00 I ELEVATION DIFFERENCE = 38.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.491
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL. INTENSITY(INCH/HOUR) = 3.684
SUBAREA RUNOFF(CFS) = 1.99
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 1.99
I FLOW PROCESS FROM NODE 520.00 TO NODE 518.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.49
11TOTAL
RAINFALL INTENSIT1(INCH/HR) = 3.68
STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.99
I
,,
FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
I UPSTREAM ELEVATION = 300.00
DOWNSTREAM ELEVATION = 262.00
ELEVATION DIFFERENCE = 38.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.491 I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF MONOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
IS100
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
YEAR RAINFALLINTENSITY(INCH/HOUR) = 3.684
UBAREA RUNOFF(CFS) = 2.32
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.32
1FLOW PROCESS FROM NODE 522.00 TO NODE 518.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
=i(>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
OTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: LME OF CONCENTRATION(NIN.) = 15.49
INFALL INTENSITY(INCH/HR) = 3.68
TOTAL STREAM AREA(ACRES) = 1.40
IfEAK FLOW RATE(CFS) AT CONFLUENCE = 2.32
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
t ONFLUENCE FORMULA USED FOR 3 STREAMS.
* PEAK FLOW RATE TABLE **
STREAM RUNOFF - 'TIME INTENSITY I UMBER (CFS) (MIN.) (INCH/HOUR)
1 14.16 15.18 3.733
2 14.32 15.49 3.684
3 14.32 15.49 3.684
Fm 4 14.36 15.66 3.659
5 14.80 19.12 3.217
• COMPUTED CONFLUENdE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CF) = 14.80 Tc(MIN.) = 19.12
TOTAL AREA(ACRES) = 9.90
1 FLOW PROCESS FROM NODE 518.00 TO NODE 523.00 IS CODE = 3
>>>>>COMPUTE PIPEPLOW TRAVELTIME THMJ SUBAREA<<<<<
I>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
,
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 16.0
UPSTREAM NODE ELEVATION = 262.00
DOWNSTREAM NODE ELEVATION = 255.00
I FLOWLENGTH(FEET) 90.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 14.80
TRAVEL TIME(MIN.) = .09 TC(MIM.) = 19.22
****************************************************************************
FLOW PROCESS FROM NODE 524.00 TO NODE 525.00 IS CODE =. 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
•*USER SPECIFIED(GLOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 308.70
DOWNSTREAM ELEVATION = 307.70
ELEVATION DIFFEENCE = 1.00
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/FIOtJR) = 4.416
SUBAREA RUNOFF(CF) = .20
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
IFLOW PROCESS FROM NODE 525.00 TO NODE 526.00 IS CODE = 6
>>>>>COMPUTE STRETFLOW TRAVELTIME THRU SUBAREA<<<<<
1UPSTREAN ELEVATION = 307.70 DOWNSTREAM ELEVATION = 262.00
STREET LENGTH(FEE) = 600.00 CURB HEIGTH(INCHES) = 6.
ISTREET HALFWIDTH(EET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
SINGLE FAMILY DEVLOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.71 I STREET FLOWDEPTH(FEET) = .25
HALFSTREET FLOODWIDTH(FEET) = 6.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.11
tTREETFLOW
PRODUCT OF DEPTH&VELOCITY = 1.30
TRAVELTIME(MIN) = 1.96 TC(MIN) = 13.66
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.997
*USER SPECIFIED(GLOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 I SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 5.04
SUNNED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 5.23
END OF SUBAREA STIkEETFLOW HYDRAULICS:
I DEPTH(FEET) = .30 1ALFSTREET FLOODWIDTH(FEET) = 8.73
FLOW VELOCITY(FEET/SEC.) = 5.95 DEPTH*VELOCITY = 1.79
I
II
********************************
FLOW PROCESS FROM NODE 526.00 TO NODE 527.00 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 8.3 INCHES
PIPEFLOW VELOCITYPEET/SEc.) = 6.5
UPSTREAM NODE ELEVATION = 262.00 I DOWNSTREAM NODE ELEVATION = 258.00
FLOWLEJYIGTH(FEET) 280.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
I PIPEFLOW THRU SUBAREA(CFS) = 5.23
TRAVEL TIME(MIN.) = .72 TC(MIN.) = 14.37
I FLOW PROCESS FROM NODE 526.00 TO NODE 527.00 IS CODE =
I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USEE FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.37
RAINFALL INTENSIT(INCH/HR) = 3.87
TOTAL STREAM AREA(ACRES) = 2.90 I PEAK FLOW PATE(CF) AT CONFLUENCE = 5.23
I FLOW PROCESS FROM NODE 528.00 TO NODE 529.00 IS CODE = 2
f >>>>RATIONAL NET1OD INITIAL SUBAREA ANALYSIS<<<<<
USER SPECIFIED(GLOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 309.70
DOWNSTREAM ELEVATION = 308.80
I ELEVATION DIFFE1ENCE = .90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.118
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.317
SUBAREA RUNOFF(CF) = .19 IFOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .19
TL
OW PROCESS FROM NODE 529.00 TO NODE 530.00 IS CODE = 6
>>>>COMPUTE STRETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 308.00 DOWNSTREAM ELEVATION = 258.00 I STREET LENGTH(FEET) = 670.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH('EET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TPAVELTIME COHPUTED USING MEAN FLOW(CFS) = 2.37
STREET FLOWDEPTH(FEET) = .24
HALFSTREET FLOODWIDTH(FEET) = 5.84 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.17
PRODUCT OF DEPTfI&VELOCITY = 1.26
STREETFLOW TRAVELTfl4E(4IN) = 2.16 TC(MIN) = 14.28
1 100 YEAR RAINFALJ INTENSITY(INCH/H0UR) = 3.883
*USER SPECIFIED(GtOAL):
ISUBAREA
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.37
SUMMED AREA(ACRES) 2.60 TOTAL RUNOFF(CFS) = 4.56
END OF SUBAREA STREETFLOW HYDRAULICS: IDEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.15
FLOW VELOCITY(FEET/SEC.) = 5.83 DEPTH*VELOCITY = 1.69
1* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 530.00 TO NODE 527.00 IS CODE =
I
V>>AN D
>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
OPAL NUMBER OF STREAMS = 2 - -- -
ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.28
t
V
INFALL INTENSITY(INC/HR) = 3.88
TAL STREAM AREA(ACRES) = 2.60
AK FLOW RATE(CFS) AT CONFLUENCE = 4.56
AINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
ONFLUENCE FORMULA USED FOR 2 STREAMS.
t TREAM
PEAK FLOW RATE TABLE **
RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: IEAK FLOW RATE(CFS) = 9.78 Tc(MIN.) = 14.37
OPAL AREA(ACRES) = 5.50
I i9.78
2 9.78
14.28
14.37
3.883
3.867
* *************************************************************************
LOW PROCESS FROM NODE 531.00 TO NODE 532.00 IS CODE = 2
>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GtOBAL):
I INGLEFAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 264.20
DOWNSTREAM ELEVATION = 262.60
I
ELEVATION DIFFERENCE = 1.60
I URBAN SUBAREA OVRLAND TIME OF FLOW(MINUTES) = 10.004
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.885
SUBAREA RUNOFF(CFS) = .22
TOTAL AREA(ACRES) .10 TOTAL RUNOFF(CFS) = .22
-IFLOW PROCESS FROM OODE 532.00 TO NODE 533.00 IS CODE = 6
>>>>>COMPUTE STRETFLOW TRAVELTIME THRU SUBAREA<<<<<
IUPSTREAM ELEVATION = 262.00 DOWNSTREAM ELEVATION = 258.00
STREET LENGTH(FEET) = 220.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
UNGLE
ECIFIED NUMBER O' H4FSTREETS CARRYING RUNOFF = 1
FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TPVELTINE COMPUTED USING MEAN FLOW(CFS) = 1.74
I STREET FLOW~LOODWIDTH(FEET)
EPTH(FEET) = .28
HALFSTREET = 7.57
AVERAGE FL O$ VEOCITY(FEET/SEC.) = 2.52
t
PRODUCT OF EPTH&VELOCITY = .70
TREETFLOW TRAVELIME(MIN) = 1.46 TC(MIN) = 11.46
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.475
I
I
*USER SPECIFIED(GLOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.02
SUMMED AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 3.24
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.88
FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY = .96
I
IFLOW PROCESS FROM RODE 533.00 TO NODE 534.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
OPAL NUMBER OF STEATY1S = -2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.46
INFALL INTENSITY(INCH/HR) = 4.47
OPAL STREAM AREA(ACRES) = 1.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.24
* *************************************************************************
FLOW PROCESS FROM RODE 535.00 TO NODE 536.00 IS CODE = 2 I >>>>RATIONAL METHbD INITIAL SUBAREA ANALYSIS<<<<<
I
r
USER SPECIFIED(GLOBAL):
INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 259.70
DOWNSTREAM ELEVATION = 258.70
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CF) = .20
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20 I
IFLOW PROCESS FROM NODE 536.00 TO NODE 534.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I UPSTREAM ELEVATION.= 258.00 DOWNSTREAM ELEVATION = 257.60
STREET LENGTH(FEET) = 50.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(EET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .68
I STREET FLOWDEPTi(FEET) = .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.48
PRODUCT OF DEPTH&VELOCITY = .36 I STREETFLOW TRAVELTIME(4IN) = .56 TC(MIN) = 12.26
100 YEAR RAINFAI4 INTENSITY(INCH/HOUR) = 4.284
,
I
*USER SPECIFIED(GtOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = .96
BUMMED AREA(ACRES) .60 TOTAL RtJNOFF(CFS) = 1.16
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.57
FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY = .47
I
IFLOW PROCESS FROM NODE 536.00 TO NODE 534.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
ITIME OF CONCENTRATION(MIN.) = 12.26
RAINFALL INTENSITY(INCH/HR) = 4.28
TOTAL STREAM AREA(ACRES) = .60
I PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.16
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS. I** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR) I 1 4.35 11.46 4.475
2 4.26 12.26 4.284
ICOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW PATE(CFS) = 4.35 Tc(MIN.) = 11.46
ITOTAL AREA(ACRES) = 2.20
****************************************************************************
LOW PROCESS FROM NODE 534.00 TO NODE 523.00 IS CODE = 1
I
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
ITIME OF CONCENTRA'ION(NIN.) = 11.46
RAINFALL INTENSIT(INCH/HR) = 4.47
TOTAL STREAM AREA(ACRES) = 2.20
PEAK FLOW RATE(CF) AT CONFLUENCE = 4.35
IFLOW PROCESS FROM NODE 518.00 TO NODE 523.00 IS CODE = 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED ______ ARE __FOLLOWS:
TC(MIN) = 19.22 RAIN INTENSITY(INCH/HOUR) = 3.21
TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 14.80
I FLOW PROCESS FROM NODE 518.00 TO NODE 523.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
JTOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 19.22 IRAINFALL INTENSITY(INCH/HR) = 3.21
TOTAL STREAM AREA(ACRES) = 9.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.80
f LOW PROCESS FROM NODE 527.00 TO TpDE 523.00 IS CODE = 7
>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
IUSER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 14.37 RAIN INTENSITY(INCH/HOUR) = 3.87
TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 9.78
* **************************************************************************
FLOW PROCESS FROM NODE 527.00 TO NODE 523.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1OTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
ISTAL
ME OF CONCENTRATION(MIN.) = 14.37
INFALL INTENSITY(INCH/HR) = 3.87
STREAM AREA(ACRES) = 5.50
I(AINFALL
EAK FLOW RATE(CFS) AT CONFLUENCE = 9.78
INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
I
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR)
1 23.41 11.46 4.475
2 24.17 12.26 4.284
25.90 14.37 3.867 I 4 26.10 19.22 3.2016
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 26.10 Tc(NIN.) = 19.22
TOTAL AREA(ACRES) = 17.60
I **************************************************************************
FLOW PROCESS FROM NODE 523.00 TO NODE 537.00 IS CODE = 3
PIPELOW IrRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
IDEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 16.5
UPSTREAM NODE ELEVATION = 256.00
JDOWNSTREAM NODE ELEVATION= 243.00
FLOWLENGTH(FEET) = 220.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
IPEFLOW THRU SUBAREA(CFS) = 26.10
RAVEL TIME(MIN.) = .22 TC(MIN.) = 19.44
******* ************** * * ** * * ****** ****** * *** *** * **
FLOW PROCESS FROM NODE 523.00 TO NODE 537.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<cz<<<
TOTAL NUMBER OF STREAMS = 2
;CQ:0NFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
NE OF CONCENTRATION(4IN.) = 19.44
INFALL INTENSITY(INCH/HR) = 3.18
TOTAL STREAM AREA(ACRES) = 17.60
IPEAK FLOW RATE(CFS) AT CONFLUENCE = 26.10
T*************************************************************************
LOW PROCESS FROM NODE 538.00 TO NODE 539.00 IS CODE = 2
>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
LUSER SPECIFIEfl(GLOEAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 261.70
DOWNSTREAM ELEVATION = 260.70
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALtJ INTENSITY(INCH/I-IOUR) = 4.416
SUBAREA RUNOFF(CFS) = .20 fOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
* *************************************************************************
FLOW PROCESS FROM NODE 539.00 TO NODE 540.00 IS CODE = 6
>>>>>CC)MPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 259.00 DOWNSTREAM ELEVATION = 258.00
ISTREET LENGTH(FEET) = 100.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(EET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
,SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TPAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.81
STREET FLOWDEPTH(FEET) = .25
HALFSTREET FLOODWIDTH(FEET) = 6.40 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.71
PRODUCT OF DEPTH&VELOCITY = .44
STREETFLOW TRAVELTINE(MIN) = .97 TC(MIN) = 12.67
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.194
*USER SPECIFIED(GOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 ISUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.21
SUMMED AREA(ACRES) 1.80 TOTAL RUNOFF(CFS) = 3.41
END OF SUBAREA STREETFLOW HYDRAULICS:
IDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.46
FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY = .60
LOW PROCESS FROM NODE 540.00 TO NODE 537.00 IS CODE =
V >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>AND COMPUTE VARIOtJS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
UONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
ME OF CONCENTRATION(4IN.) = 12.67
RAINFALL INTENSITY(INCh/HR) = 4.19
tEAK
OTAL STREAM AREA(ACRES) = 1.80
FLOW RATE(CFS) AT CONFLUENCE = 3.41
MP-AINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
ONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAI< FLOW RATE TABLE **
TREAN RUNOFF TIME INTENSITY
UMBER (CFS) (MIN.) (INCH/HOUR)
1 26.64 11.70 4.417 I 2 27.54 12.50 4.232
3 27.36 12.67 4.194
4 29.01 14.59 3.829
5 28.68 19.44 3.182
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
IEAK FLOW RATE(CFS) = 29.01 Tc(MIN.) = 14.59
OTAL AREA(ACRES) = 19.40
* *************************************************************************
LOW PROCESS FROM NODE 537.00 TO NODE 541.00 IS CODE = 3
>>>>CONPUTE PIPE'LOW TRAVELTIME THRU SUBAREA<<<z<<
1 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES
PIPEFLOW VELOCITYFEET/SEC.) = 17.9
UPSTREAM NODE ELEVATION = 243.00
IDOWNSTREAM NODE ELEVATION - 217.00
FLOWLEr'GTH(FEET) 380.00 MANNIN'S N = .013
ESTIMATED PIPE DIA4ETER(INCH) = 21.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAIEA(CFS) = 29.01 ITRAVEL TIME(MIN.) = .35 TC(MIN.) = 14.95
IFLOW PROCESS FROM $ODE 542.00 TO NODE 543.00 IS CODE = 2
>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLbBAL):
ISINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 267.20
DOWNSTREAM ELEVATION = 266.20
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
UBAREA RUNOFF(CFS) = .20
OTAL AREA(ACRES) .10 TOTAL RUNOFF(CFS) = .20
LOW PROCESS FROM RODE 543.00 TO NODE 544.00 IS CODE = 6
>>>>COMPUTE STREErFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 236.00
TREET LENGTH(FEE) = 400.00 CURB HEIGTH(INCHES) = 6.
1p TREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.22
STREET FLOWDEPTtI(FEET) = .22
HALFSTREET FLOObWIDTH(FEET) = 4.85
IS AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.56
PRODUCT OF DEPTiI&VELOCITY = 1.02
TREETFLOW TRAVELIME(MIN) = 1.46 TC(MIN) = 13.16
I 100 YEAR RAINFALL INTNSITY(INCH/HOUR) = 4.093
USER PECIFIED(GLOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
IUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 6.08
UMMED AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 6.28
END OF SUBAREA STREETFLOW HYDRAULICS:
IEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91
LOW VELOCITY(FEE/SEC.) = 5.26 DEPTH*VELOCITY = 1.39
*
LOW PROCESS FROM NODE 544.00 TO NODE 545.00 IS CODE =
I> >>>>t)ESIGNATE INDEPEN)ENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.16
RAINFALL INTENSIT1(INCH/HR) = 4.09
I
TOTAL STREAM AREA(ACRES) = 3.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.28
IFLOW PROCESS FROM NODE 546.00 TO NODE 549.00 IS CODE = 2
METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFThD(GLOBAL):
IMOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
UPSTREAM ELEVATION = 256.00
DOWNSTREAM ELEVATION = 217.00
I ELEVATION DIFFERENCE = 39.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.357
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
1
I
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
.100 YEAR RAINFALl.1 INTENSITY(INCH/HOUR) = 3.705
SUBAREA RUNOFF(CFS) = 2.33
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.33
I**************************************************************************
FLOW PROCESS FROM NODE 546.00 TO NODE 545.00 IS CODE =
INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VA1UOtJS CONFLUENCED, STREAM VALUES<<<<<
ITOTAL NUMBER OF STREAMS =- 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION($IN.) = 15.36
IRAINFALL INTENSITY(INCH/HR) = 3.71
TOTAL STREAM AREA(ACRES) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33
IRAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
;
PEAK FLOW RATE TABLE **
TREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (IN.) (INCH/HOUR)
I i8.39 13.16 4.093
2 8.02 15.36 3.705
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
tEAK FLOW RATE(CFS) = 8.39 Tc(MIN.) = 13.16
OTAL AREA(ACRES) = 4.80
* *************************************************************************
FLOW PROCESS FROM NODE 545.00 TO NODE 541.00 IS CODE = 1
I --------------------------------------------------------------------------
1 >>>>>DESIGNATE 'INDpPENDENT STREAM FOR CONFLUENCE<<<<<
ITOTAL NUMBER OF STEAMS = 3
CONFLUENCE VALUES IJSED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.16
JFAINFALL INTENSITY(INCH/HR) = 4.09
OTAL STREAM AREACRES) = 4.80
PEAK FLOW RATE(CFS)' AT 'CONFLUENCE = 8.39
**************************************************************************
FLOW PROCESS FROM RODE 547.00 TO NODE 548.00 IS CODE = 2
1>>>>>RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS<<<<< -
*USER SPECIFIED(GLbBAL):
OBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00
I UPSTREAM ELEVATION = 256.00
DOWNSTREAM ELEVATION = 217.00
ELEVATION DIFFERENCE = 39.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 17.462
I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXThAPOt1ATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. t 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.410
UBAREA RUNOFF(CFS) = 2.15
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.15
LOW PROCESS FROM TODE 548.00 TO NODE 541.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
IOTAL NUMBER OF STREAMS = 3
ONFLUENCE VALUES bSED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 17.46
INFALL INTENSITY(INCH/HR) = 3.41
WOTAL STREAM AREAACRE) = 1.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.15
* *************************************************************************
LOW PROCESS FROM NODE 537.00 TO NODE 541.00 IS CODE = 7
>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
ISER-gPECIFIED VALtJES ARE AS FOLLOWS:
C(MIN) = 14.95 RAI& INTENSITY(INCH/HOUR) = 3.77
TOTAL AREA(ACRES) 19.48 TOTAL RUNOFF(CFS) = 29.01
* ****************c********************************************************
FLOW PROCESS FROM NODE 537.00 TO NODE 541.00 IS CODE = 1
>>>>DESIGNATE' INDEPENbENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
FLOW RATE TABtE **
RUNOFF TIME INTENSITY
(CFS) (MIN.) (INCH/HOUR)
36.90 13.16 4.093
38.8J 14.95 3.770
38.51 15.36 3.705
35.77 17.46 3.410
I TOTAL NUMBER OF IREAMS = 3
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRAI'ION(MIN.) = 14.95
RAINFALL INTENSIY(INCH/HR) = 3.77
TOTAL STREAM AREA(ACRES) = 19.48
PEAK FLOW RATE(CFO) AT CONFLUENCE = 29.01
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
I
I - ** PEAK
STREAM
I NUMBER
1
2
COMPUTED CONFLUENbE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFh) = 38.83 Tc(MIN.) = 14.95
TOTAL AREA(ACRES) = 25.68
1* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 541.00 TO NODE 549.00 IS CODE = 3
V>>>>USING
>>>>COMPUTE PIPE'LOW TRAVELTIME THRU SUBAREA<<<<<
COMPUTR-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES
PIPEFLOW VELOCIT'(FEEt/SEC.) = 19.3
UPSTREAM NODE ELEVATION = 217.00
I DOWNSTREAM NODE EtEVATION = 195.00
FLOWLENGTH(FEET) = 300.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 38.83
TRAVEL TIME(NIN.) = .26 TC(MIN.) = 15.21
Ik
*************************************************************************
FLOW PROCESS FROM NODE 541.00 TO NODE 549.00 IS CODE =
I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
IRAINFALL
TIME OF CONCEHTRATION(NIN.) = 15.21
INTENSITY(INCH/HR) = 3.73
TOTAL STREAM AREA(ACRES) = 25.68
PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.83
FLOW PROCESS FROM , NODE 550.00 TO NODE 551.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I *USER SPECIFIED(ftJOBAL): - -
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 263.00
DOWNSTREAM ELEVATION = 262.00 I ELEVATION DIFFEENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAI1StFALJ INTENSITY(INCH/HOUR) = 4.416
'
SUBAREA RUNOFF(CF) = .20
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
I FLOW PROCESS FROM NODE 551.00 TO NODE 552.00 IS CODE = 6
I>>>>>COMPUTE STREETFLO'W TRAVELTIME THRU
UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 236.00
ISTREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 I **TPVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.92
STREET FLOWDEPTT(FEET) = .31
HALFSTREET FL000WIDTH(FEET) = 9.30 I AVERAGE FLOW VELOCITY(FEET/SEC..) = 4.02
PRODUCT OF DEPT1I&VELOCITY = 1.26
STREETFLOW TRAVELINE(IN) = 3.11 TC(MIN) = 14.81
l 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.793
*USER SPECIFIED(GtOBAL):
INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 I UBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 15.36 s-SUMMED AREA(ACRES) 9.10 TOTAL RUNOFF(CFS) = 15.56
END OF SUBAREA STREETFLOW HYDRAULICS:
FLOW
EPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.77
VELOCITY(FEET/SEC.) = 4.45 DEPTH*VELOCITY = 1.70
I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 552.00 TO NODE 549.00 IS CODE = 3
I
I
>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
STIMATED PIPE DIATEt(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.9
UPSTREAM NODE ELEVATIO& = 236.00 tOWNSTREAN NODE ELEVATION = 195.00
LOWLENGTH(FEET) = 30.00 MANNING'S N = .013
ESTIMATED PIPE DIA1ETE(INCH) = 18.00 NUMBER OF PIPES = FIPEFLOW THRU SUBAREA(CFS) = 15.56
RAVEL TIME(MIN.) .31 TC(MIN.) = 15.12
* *************************************************************************
LOW PROCESS FROM i4ODE 552.00 TO NODE 549.00 IS CODE = 1
I>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
OTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRAPION(MIN.) = 15.12
I RAINFALL INTENSIT(INCH/HR) = 3.74
TOTAL STREAM AREA(ACRES) = 9.10
PEAK FLOW RATE(CF) AT CONFLUENCE = 15.56
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW PATE TABLE **
COMPUTED CONFLUENE ESTIMATES ARE AS FOLLOWS:
I PEAK FLOW RATE(CF) = 54.33 Tc(MIN.) = 15.21
TOTAL AREA(ACRES) = 34.78
I **************************************************************************
FLOW PROCESS FROM NODE 549.00 TO NODE 553.00 IS CODE = 3
,
I
I
.>>>>>COMPUTEPIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC..) = 20.7
UPSTREAM NODE ELEVATION = 195.00
DOWNSTREAM NODE ELEVATION = 173.06'
FLOWLENGTH(FEET) 310.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 54.33 1TRAVEL TIME(MIN.) = .25 TC(MIN.) = 15.46
IFLOW PROCESS FROM NODE 549.00 TO NODE 553.00 IS CODE = 1
>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
LME OF CONCENTRATION(MIN.) = 15.46
INFALL INTENSIT'1(INCH/HR) = 3.69
TOTAL STREAM AREA(ACRES) = 34.78
IPEAK FLOW RATE(CFS) AT CONFLUENCE = 54.33
* **************************************************************************
LOW PROCESS FROM NODE 554.00 TO NODE 555.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=I -i -;••--------------------------------------------------
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
i51.32 13.42 4.041 I 2 54.24 15.12 3.743
3 54.33 15.21 3.728
I 5
5L74
49.81
15.62
17.72
3.665
3.378
UPSTREAM ELEVATION = 217.00
DOWNSTREAM ELEV?TION = 175.00
I ELEVATION DIFFEIENCE 42.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) =
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFIt4ITION. EXTRAPOLATION OF NOMOGRAPH
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.765 I SUBAREA RUNOFF(CF) = 2.20
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) =
14.983
USED.
2.20
FLOW PROCESS FROM NODE 555.00 TO NODE 553.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<cz<<
TOTAL NUMBER OF STREAMS = 3 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRAION(MIN.) = 14.98
RAINFALL INTENSITY(INCH/HR) = 3.76
I TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.20
VOW PROCESS FROM NODE 556.00 TO NODE 557.00 IS CODE = 2
I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
IRURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW—LENGTH(FEET) = 600.00
UPSTREAM ELEVATION = 217.00
DOWNSTREAM ELEVATION = 175.00 I ELEVATION DIFFERENCE = 42.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.983
*CAUTION: SUBARA SLOPE EXCEEDS COUNTY NOMOGRAPH
I SUBA
I
DEFINITION. EXRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFI1'TITION. EXTRAPOLATION OF NOMOGRAPH USED.
REA
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.765
RUNOFF(CF) = 4.91
TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 4.91
**************************************************************************
FLOW PROCESS FROM NODE 557.00 TO NODE 555.00 IS CODE =
INbEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE 'VARIOUS CONFLUENCED STREAM VALUES<<<<<
tOTAL NUMBER OF STREAMS = 3
ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 14.98
INFALL INTENSIT(INCH/HR) = 3.76
ffrOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91
I
RAINFALL INTENSITY
I
CONFLUENCE FORMULA
** PEAK
STREAM
I NUMBER
1
I
AND TIME OF CONCENTRATION RATIO
USED FOR 3 STREAMS.
FLOW RATE TABLE **
RUNOFF 'TIME
(CFS) (MIN.)
58.02 13.67
60.48 14.98
60.48 14.98
61.24 15.37
61.31 15.46
60.60 15.87
56.14
17.98
COMPUTED CONFLUENCE
IPEAK FLOW RATE(CFS)
TOTAL AREA(ACRES)
INTENSITY
(INCH/HOUR)
3.993
3.765
3.765
3.704
3.689
3.628
3.347
ESTIMATES ARE AS FOLLOWS:
= 61.31 Tc(MIN.) = 15.46
38.98
I
I
**************************************************************************
FLOW PROCESS FROM NODE 553.00 TO NODE 558.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.1 INCHES
UISTREAM
PEFLOW VELOCITY(FEET/SEC.) = 21.7
NODE ELEVATION = 175.00
DOWNSTREAM NODE ELEVATION = 119.00
IFLOWLENGTH(FEET) = 800.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETE(INCH) = 27.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(bPS) = 61.81
TRAVEL TIME(NIN.) = .62 TC(MIN.) = 16.07
]FLOW PROCESS FROM RODE 553.00 TO NODE 558.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< tOTAL ]tUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
IME OF CONCENTRA'tION(MIN.) = 16.07
INFALL INTENSITY(INCfl/HR) = 3.60
OTAL STREAM AREA(ACRES) = 38.98
EAK FLOW RATE(CFS) AT CONFLUENCE = 61.31
1LOW PROCESS FROM NODE 559.00 TO NODE 560.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
IUSER SPECIFIED(GLOBAL):
NDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 I UPSTREAM ELEVATION = 175.00
DOWNSTREAM ELEVATION = 119.00
ELEVATION DIFFERENCE = 56.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.395
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL' INTENSITY(INCH/HOUR) = 3.552 I SUBAREA RUNOFF(CF) = 1.44
TOTAL AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 1.44
I **************************************************************************
FLOW PROCESS FROM NODE 559.00 TO NODE 560.00 IS CODE =
J >>>>DESIGNATE INtiEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
,
I
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRMION(MIN.) = 16.39
RAINFALL INTENSIT1(INCH/HR) = 3.55
TOTAL STREAM AREA(ACRES) = .90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.44
IFLOW PROCESS FROM NODE 561.00 TO NODE 562.00 IS CODE = 2
>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00
UPSTREAM ELEVATION = 175.00
DOWNSTREAM ELEVATION = 119.00
I
I
ELEVATION DIFFE1ENCE = 56.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) =
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFIrITION. EXTRAPOLATION OF NOMOGRAPH
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.527
ITOTAL
SUBAREA RUNOFF(CF) = 1.43
AREA(ACRES) = .90 TOTAL RUNOFF(CFS) =
16.577
USED.
1.43
I FLOW PROCESS FROM NODE 562.00 TO NODE 558.00 IS CODE = 1
I
I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 16.58
tA
f
AINFALL INTEflSITi(INCH/HR) = 3.53
OTAL STREAM AREA(ACRES) = .90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.43
INFALL INTENSITY AND TIME OF CONCENTRATION RATIO
NFLUENCE FORMULA USED FOR 3 STREAMS.
* PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR) I i60.64 14.30 3.880
2 63.25 15.60 3.668
3 63.25 15.60 3.668
64.05 15.98 3.611 I 5 64.13 16.07 3.598
6 63.39 16.39 3.552
I 7
8
63.46
63.24
16.48
16.58
3.540
3.527
9 58.79 18.62 3.272
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 64.13 Tc(MIN.) = 16.07
TOTAL AREA(ACRtS) = 40.78
* **************************************************************************
,
FLOW PROCESSFROM NODE 558.00 TO NODE 563.00 Is CODE = 3
>>>>>COMPUTE PIPE'LOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
1DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.5
IUPSTREAM NODE ELEyATIO'T = 119.00
DOWNSTREAM NODE ELEVATION = 71.00
FLOWLE1GTH(FEET) = 1000.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 IPIPEFLOW THRU SUBAREA(bFS) = 64.13
TRAVEL TIME(MIN.) = .90 TC(MIN.) = 16.98
FLOW PROCESS FROM NODE 558.00 TO NODE 563.00 IS CODE = 1
>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
IONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
IME OF CONCENTRA'I'ION(HIN.) = 16.98
RAINFALL INTENSITY(INC1/HR) = 3.47
IOTAL STREAM AREA(ACRES) = 40.78
EAK FLOW RATE(CFS) AT CONFLUENCE = 64.13
*************************************************************************
LOW PROCESS FROM NODE 566.00 TO NODE 567.00 IS CODE = 2
I>>>>RATIONAL METHOD INITIAL 'SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
II NDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00
UPSTREAM ELEVATION = 119.00
I DOWNSTREAM ELEVATION = 71.00
ELEVATION DIFFERENCE = 48.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 21.568
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBA4EA FLOWLENGTH EXCEEDS COUNTY 1 1
NOMOGRAPH DEFINITIbN. EXTRAPOLATION OF NOMOGRAPH USED.
100YEAR RAINFA1L INTENSITY(INcH/HouR) = 2.976
SUBAREA RUNOFF(CPS) 1.47
TOTAL AREA(ACRES$ 1.10 TOTAL RtJNOFF(CFS) = 1.47
***************************************************************************
I
I
FLOW PROCESS FROM NODE 566.00 TO NODE 567.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRArION(MIN.) = 21.57
I RAINFALL INTENSIY(INCH/HR) = 2.98
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CF$) AT CONFLUENCE = 1.47
FLOW PROCESS FROM NODE 564.00 TO NODE 565.00 IS CODE = 2
F>>>>RATIONAL ME1OD INITIAL SUBAREA ANALYSIS<<<<<
fUSER SPECIFIED(GLOBAL):
NDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00
UPSTREAM ELEVATION = 119.00
I DOWNSTREAM ELEVATION = 72.00
ELEVATION DIFFERENCE = 47.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 21.720
I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
I NOMOGRAPH DEFITITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOtJR) = 2.963
SUBAREA RUNOFF(CF) = 1.47
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.47 I
IFLOW PROCESS FROM NODE 565.00 TO NODE 563.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ITOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
I TIME OF CONCENTRATION(MIN.) = 21.72
RAINFALL INTENSIT(INCH/HR) = 2.96
TOTAL STREAM AREA(ACRES) = 1.10
I
PEAK FLOW RATE(CFS) At CONFLUENCE = 1.47
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORNUL USED FOR 3 STREAMS.
I ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) MIN.) (INCH/HOUR)
I
Li
Li
I
I
BASIN
H
I I
El
I
I
I
Li
I
I
I
Li
U
I
U
1 62.98 15.20 3.730
2 65.71, 16.50 3.537
16.50 3.537
4 65.71 66.55 16.88 3.485
5 66.64 16.98 3.473
6 65.93 17.30 3.431 U 66.01 17.39 3.420
8 65.80 17.48 3.408
9 61.54 19.53 3.173
I 10 58.15 21.57 2.976
11 57.90 21.72 2.963
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 66.64 Tc(MIN.) = 16.98
TOTAL AREA(ACRES) = 42.98
FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 Is CODE = 2
]>>>>>RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS<<<<<
*USER SPECIFIED(GtOBAL): IMULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
• UPSTREAM ELEVATION = 290.80
I
DOWNSTREAM ELEVATION = 290.10
ELEVATION DIFFERENCE = .70
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.177
I 100 YEAR RAINFALt INTENSITY(INCH/HOUR) = 4.090
UBAREA RUNOFF(CFS) = .18
OTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .18
FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 6
>>>>COMPUTE STREETFLOt TRAVELTIME THRU SUBAREA<<cz<<
PSTREAN ELEVATION = 290.10 DOWNSTREAM ELEVATION = 288.00
TREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6.
TREET HALFWIDTH('ET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
lu LTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TPVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.44
STREET FLOWDEPTH(FEET) = .31
I HALFSTREET FLOODWIDTH(FEET) = 8.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.56
PRODUCT OF DEPTH&VELOCITY = .48
STREETFLOW TRAVELTIME(MIN) = 3.73 TC(MIN) = 16.91
100 YEAR RAINFALfJ INTENSITY(INCH/HOUR) = 3.482
*USER SPECIFIED(G±OBAL):
IFULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.51
SUMMED AREA(ACRES) 1.70 TOTAL RUNOFF(CFS) = 2.69
ND OF SUBAREA STRETFLOW HYDRAULICS:
EPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.55
LOW VELOCITY(FEET/EC.) = 1.85 DEPTH*VELOCITY = .66
I
I
I
I
11
Lf!L : . ---
I
I
I
I
I
L
H
I
LI
I
LI
I
I
I
KFLOW PROCESS FROM NODE 603.00 TO NODE 604.00 Is CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUE10E<<<<<
ITOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRArION(MIN.) = 16.91
RAINFALL INTENSITt(INCH/HR) = 3.48
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CF$) AT CONFLUENCE = 2.69
FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I UPSTREAM ELEVATION = 314.70
DOWNSTREAM ELEVATION = 313.70
ELEVATION DIFFEIENCE = 1.00
I,URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF (CF) = .20
,TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
•FLOW PROCESS FROM NODE 606.00 TO NODE 604.00 IS CODE = 6
>>>>>COMPUTE STRETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 313.70 DOWNSTREAM ELEVATION = 288.00
STREET LENGTH(FEE) = 800.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(EET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIE COMPUTED USING MEAN FLOW(CFS) = 3.30
I STREET FLOWDEPTH(FEET) = .31
HALFSTREET FLOODWIDTH(FEET) = 8.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.57
PRODUCT OF DEPTH&VELOCITY = 1.09 ISTREETFLOW TRAVELIME(MIN) = 3.73 TC(MIN) = 15.43
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.694
IMULTI-UNITS
*USER SPECIFIED(GLOBAL):
DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 6.15
ISUMMED AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 6.35
END OF SUBAREA ST1EETFLOW HYDRAULICS:
DEPTH(FEET) = .3$ HALFSTREET FLOODWIDTH(FEET) = 11.55
,FLOW VELOCITY(FEET/SEC.) = 4.37 DEPTH*VELOCITY = 1.56
LOW PROCESS FROM NODE 606.00 TO NODE 604.00 IS CODE = 1
I -
>>>>>DESIGNATE INbEPENDENT STREAM FOR CONFLtJENCE<<<<<
>>>>>AND COMPUTE 4IARIOtJS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRAPION(MIN.) = 15.43
RAINFALL INTENSIT(INCH/HR) = 3.69
,
TOTAL STREAM AREA(ACRES) = 3.80
PEAK FLOW RATE(CF) AT CONFLUENCE - 6.35
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
I STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.89 15.43 3.694
2
8.68 16.91 3.482
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.89 Tc(NIN.) = 15.43
TOTAL AREA(ACRES) = 5.50
FLOW PROCESS FROM NODE 607.00 TO NODE 608.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I *USER SPECIFIED(GtOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 316.30
DOWNSTREAM ELEVATION = 315.00
I ELEVATION DIFFERENCE = 1.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.720
100 YEAR RAINFALt INTENSITY(INCH/HOUR) = 4.672
SUBAREA RUNOFF(CFS) = .21 ITOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .21
TLOW PROCESS FROM NODE 608.00 TO NODE 609.00 IS CODE = 6
>>>>CONPUTE STREETFLOtq TRAVELTIME THRU SUBAREA<<<<<
JPSTREAM ELEVATION = 315.00 DOWNSTREAM ELEVATION = 285.00
STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6.
ITREET HALFWIDTH(EET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I **TRAVELTIME CO$PUTED USING MEAN FLOW(CFS) = 2.79
STREET FLOWDEPTfJ(FEET) = .28
HALFSTREET FLOObWIDTH(FEET) = 7.57
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 L PRODUCT OF DEPTVELOCITY = 1.12
TREETF LOW TRAVELIME(f4IN) = 3.31 TC(MIN) = 14.03
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.928
*USER SPECIFIED(GLOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I SUBAREA AREA(ACRE) = 2.90 SUBAREA RUNOFF(CFS) = 5.13
SUMMED AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 5.34
END OF SUBAREA STIEETFLOW HYDRAULICS:
I DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.46
FLOW VELOCITY(FEET/SEC.) = 4.40 DEPTH*VELOCITY = 1.48
I FLOW PROCESS FROM NODE 609.00 TO NODE 610.00 IS CODE =
I>>>>>DESIGNATE INbEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF SREANS = 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRA'ION(MIN.) = 14.03
RAINFALL INTENSITY(INCH/HR) = 3.93
TOTAL STREAM AREA(ACRES) = 3.00 1PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.34
I
'
************************************************************************
FLOW PROCESS FROM NODE 611.00 TO NODE 612.00 IS CODE = 2
>>>>>RATIONAL METIOD INITIAL SUBAREk ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL): -
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 287.00
DOWNSTREAM ELEVATION = 286.00
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALti INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CF) = .20 IrOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
TLOW PROCESS FROM NODE 612.00 TO NODE 610.00 IS CODE = 6
>>>>CC)MPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
'UPSTREAM ELEVATION = 286.00 DOWNSTREAM ELEVATION = 285.00
STREET LENGTH(FEET) = 540.00 CURB HEIGTH(INCHES) = 6.
tPECIFIED
TREET HALFWIDTH(EET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
MULTI--UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
I **TRAVELTflIE COMPUTED USING MEAN FLOW(CFS) = 1.63
STREET FLOWDEPTH(FEET) = .36
HALFSTREET FLOODWIDTH(FEET) = 11.62
L AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.11
PRODUCT OF DEPTH&VELOCITY = .40
TREETFLOW TRAVELTIME(MIN) = 8.12 TC(MIN) = 19.82
I 100 YEAR RAINFALtJ INTENSITY(INCH/HOUR) = 3.143
USER SPECIFIED(GtOBAL):
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
UBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.83
SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 3.03
END OF SUBAREA STFEETFLOW HYDRAULICS: I DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.09
FLOW VELOCITY(FEE/SEC.) = 1.26 DEPTH*VELOCITY = .54
I FLOW PROCESS FROM NODE 612.00 TO NODE 610.00 IS CODE =
>>>>>DESIGNATE INflEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRAION(MIN.) = 19.82
I
I
RAINFALL INTENSIT'1(INCH/HR) = 3.14
TOTAL STREAM AREA(ACRES) = 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.03
RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
i 7.76 14.03 3.928
2 7.30 19.82 3.143
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
IPEAK FLOW RATE(CFS) = 7.76 Tc(MIN.) = 14.03
TOTAL AREA(ACRES) = 5.10
I
I
I FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 2
METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GtOBAL):
I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 253.00
I DOWNSTREAM ELEVATION = 251.70
ELEVATION DIFFERENCE = 1.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.720
100 YEAR RAINFALt. INTENSITY(INCH/HOUR) = 4.672
ISUBAREA RUNOFF(CFS) = .21
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .21
I **************************************************************************
FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 6
l>>>>>COMPtJTE STREETFLOW TRAVELTIME THRU StJBAREA<<<<<
UPSTREAM ELEVATION = 251.70 DOWNSTREAM ELEVATION =
ITREET LENGTH(FEET) = 250.00 CURB HEIGTH(INCHES) = 6.
TREET HALFWIDTH(EET) = 18.00 STREET CROSSFALL(DECIMAL)
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
244.00
= .0200
**TRAVELTINE COMPUTED USING MEAN FLOW(CFS) = 2.15
STREET FLODEPTH(FEET) = .22 I HALFSTREET FLOODWIDTH(FEET) = 4.85
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.04
PRODUCT OF DEPTH&VELOCITY = .68
I STREETFLOW TRAVELIME(MIN) = 1.37 TC(MIN) 12.09
100 YEAR RAINFALti INTENSITY(INCH/HOUR) = 4.323
f USER SPECIFIED(GtOBAL):
INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
UBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.89
SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.10 I END OF SUBAREA STIEETFLOW HYDRAULICS:
DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91
I
FLOW VELOCITY(FEET/SEC.) = 3.44 DEPTH*VELOCITY = .91
I
I
FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GtiOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
I. UPSTREAM ELEVATION = 269.70
DOWNSTREAM ELEVATION = 268.70
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
ISUBAREA
100 YEAR RAINFALI4 INTENSITY(INCH/HOUR) = 4.416
RUNOFF(CFS) = .20
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TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
I
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FLOW PROCESS FROM NODE 705.00 TO NODE 706.00 IS CODE = 6
>>>>>COMPUTE 8TREtTFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 268.50 DOWNSTREAM ELEVATION = 208.00
STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(1'EET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200
ISPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME CO4PUTED USING MEAN FLOW(CFS) = 8.59
STREET FLOWDEPT(FEET) = .30 I HALFSTREET FLOODWIDTH(FEET) = 8.73
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.88
PRODUCT OF DEPTI&VELOCITY = 1.47
ISTREETFLOW TRAVELTIME(IN) = 3.41 TC(MIN) = 15.11
100 YEAR RAINFALt INTENSITY(INCH/HOUR) = 3.743
*USER SPECIFIED(GtOAL) : 'I
k INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
UBAREA AREA(ACRES) = 9.90 SUBAREA RUNOFF(CFS) = 16.68
SUMMED AREA(ACRES) = 10.00 TOTAL RUNOFF(CFS) = 16.88
tEPTH(FEET)
ND OF SUBAREA STREETFLOW HYDRAULICS:
= .36 HALFSTREET FLOODWIDTH(FEET) = 11.62
FLOW VELOCITY(FEET/SEC.) = 5.75 DEPTH*VELOCITY = 2.06
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IFLOW PROCESS FROM NODE 800.00 TO NODE 801.00 Is CODE = 2
>>>>>RATIONAL METflOD INITIAL SUBAREA ANALYSIS<<<<<
----- ----------------
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 333.00
DOWNSTREAM ELEVATION = 294.00
ELEVATION DIFFERENCE = 39.00 I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.451
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
I TIME OF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
SUBAREA RUNOFF(CF) = .34
,TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .34
1 FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 6
>>>>>COMPUTE STRE1TFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 294.00 DOWNSTREAM ELEVATION = 267.00
STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 32.00 STREET CROSSFALL(DECIMAL) = .0200 ISPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
SINGLE FAMILY DEVLOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIE COMPUTED USING MEAN FLOW(CFS) = 8.35
I STREET FLODEPTH(FEET) = .32
HALFSTREET FLOODWIDTH(FEET) = 9.60
AVERAGE FLOW VELOCITY(FEET/sEC..) = 4.01
PRODUCT OF DEPTH&VELOCITY = 1.28
ISTREETFLOW TRAVELIME(MIN) = 4.15 TC(MIN) = 9.15
100 YEAR RAINFALti INTENSITY(INCH/HOUR) = 5.173 LUSER SPECIFIED(GLOBAL):
INGLE FAMILY DEVLOPNENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 15.83
UMMED AREA(ACRES) = 6.90 TOTAL RUNOFF(CFS) = 16.17
ND OF SUBAREA STEETFLOW HYDRAULICS:
EPTH(FEET) = -.39 HALFSTREET FLOODWIDTH(FEET) = 13.41
LOW VELOCITY(FEET/SEC.) = 4.22 DEPTH*VELOCITY = 1.66
_FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<z<<<
IOTAL NUMBER OF STREAMS = 2
ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
INE OF CONCENTRATION(tVIIN.) = 9.15
INFALL INTENSITY(INCH/HR) = 5.17
OTAL STREAM AREA(ACRES) = 6.90
PEAK FLOW PATE(CFS) AT CONFLUENCE = 16.17
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•FLOW PROCESS FROM NODE 804.00 TO NODE 803.00 Is CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I *USER SPECIFIED(GLOBAL):
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
I UPSTREAM ELEVATION = 300.60
DOWNSTREAM ELEVATION = 267.10
ELEVATION DIFFERENCE = 33.50
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 24.728
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBARiA FLOWLENGTH EXCEEDS COUNTY I NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.725
SUBAREA RUNOFF(CF) = 2.21
TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 2.21
***************************************************************************
FLOW PROCESS FROM NODE 804.00 TO NODE 803.00 IS CODE =
,>>>>>DESIGNATE INiEPENDENT STREAM FOR CONFLUENCE<<<<<
I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
ITIME
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
OF CONCENTRAION(MIN.) = 24.73
RAINFALL INTENSIT(INCH/HR) = 2.72
TOTAL STREAM AREA(ACRES) = 1.80 IPEAK FLOW RATE(CFS) AT CONFLUENCE = 2.21
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
ICONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
ITREAN RUNOFF TIME INTENSITY
UMBER (CFS) (MIN.) (INCH/HOUR)
1 17.34 9.15 5.173
2 10.73 24.73 2.725 tOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 17.34 Tc(MIN.) = 9.15
tOTAL AREA(ACRES) = 8.70
*
LOW PROCESS FROM NODE 805.00 TO NODE 806.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
USER SPECIFIED(GtOBAL):
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00
UPSTREAM ELEVATION = 297.00
DOWNSTREAM ELEVATION = 271.00
ELEVATION DIFFERENCE = 26.00
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URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.350
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.558
SUBAREA RUNOFF(CF) = 2.24
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.24
I *************************************************************************
FLOW PROCESS FROM NODE 807.00 TO NODE 808.00 IS CODE = 2
>>>>>RATIONAL METI-tOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(GLOBAL):
I RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00
UPSTREAM ELEVATION = 284.00
I DOWNSTREAM ELEVATION = 282.00
ELEVATION DIFFEIENCE 2.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.405
I *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTP.ATION ASSUMED AS 5-MINUTES
• 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
ITOTAL
SUBAREA RUNOFF(CF) = .34
AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .34
I FLOW PROCESS FROM NODE 808.00 TO NODE 809.00 IS CODE 6
>>>>>COMPUTE STREF1TFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 282.00 DOWNSTREAM ELEVATION = 252.00
ISTREET LENGTH(FEE) = 700.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 22.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
'MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .4500
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.20
STREET FLODEPTH(FEET) = .24
I HALFSTREET FLOODWIDTH(FEET) = 5.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.65
PRODUCT OF DEPTH&VELOCITY = .87
STREETFLOW
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TRAVELIME(MIN) = 3.20 TC(MIN) = 8.20
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.555
*USER SPECIFIED(GLOBAL):
(
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OBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = .4500
UBAREA AREA(ACRE) = 2.30 SUBAREA RtJNOFF(CFS) = 5.75
SUMMED AREA(ACRES) = 2.40 TOTAL RtJNOFF(CFS) = 6.09
ND OF SUBAREA SThEETFLOW HYDRAULICS:
EPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.59
LOW VELOCITY(FEE/SEC.) = 4.39 DEPTH*VELOCITY = 1.22
* *************************************************************************
FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 2
1 ..........................................................................
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I *USER SPECIFIED(GLOBAL):
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
I UPSTREAM ELEVATION = 333.00
DOWNSTREAM ELEV4TIOI, = 308.00
ELEVATION DIFFERENCE 25.00
I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.246
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 5-MINUTES I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641
SUBAREA RUNOFF(CFS) = .34
TOTAL AREA(ACRES) = .10 TOTAL RtJNOFF(CFS) = .34
****************************************************************************
I,
FLOW PROCESS FROM NODE 902.00 TO NODE 903.00 IS CODE = 9
>>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION = 308.00
DOWNSTREAM NODE ELEVATION = 280.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 480.00
I VGUTTER WIDTH(FEET) = 2.00 GUTTER HIKE(FEET) = 1.000
PAVEMENT LIP(FEET) = .001 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = .99000
MAXIMUM
I
DEPTH(FEE) = 2.00
NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH
IN A FLOWING-FULL GUTTER(NOPNAL DEPTH = GUTTER HIKE)
I RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH
IN A FLOWING-FULL GUTTER(NORMAL DEPTH = GUTTER HIKE)
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.046
I *USER SPECIFIED(GLOBAL):
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) = 11.96
I AVERAGE FLOWDEPTH(FEET) = 1.00 FLOODWIDTH(FEET) = 2.00
"V" GUTTER FLOW TRAVEL TIME(MIN) = .67 TC(MIN) = 5.67
SUBAREA AREA(ACREiS) = 2.20 SUBAREA RUNOFF(CFS) = 6.98
I SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 7.32
NOTE:TRAVEILTIME ESTIMATES BASED ON NORMAL DEPTH
IN A FLOWING-FULL GUTTER(NOIMAL DEPTH = GUTTER HIKE)
I END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 1.00 FLOODWIDTH(FEET) = 2.00
FLOW VELOCITY(FEtI.'/SEC.) = 11.96 DEPTH*VELOCITY = 11.96
IFLOW PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.0
UPSTREAM NODE ELEVATION = 280.00
NODE ELEVATION =. 239.00 I DOWNSTREAM
FLOWLENGTH(FEET) 700.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
THRU SUBAREA(CFS) = 7.32 I PIPEFLOW
TRAVEL TIME(MIN.) = .97 TC(MIN.) = 6.64
IFLOW PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
- TOTAL NUMBER OF STREAMS ,= 2
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.64
RAINFALL INTENSITY(INCH/HR) = 6.36
TOTAL STREAM AREA(ACRES) = 2.30
I PEAK FLOW PATE(CFS) AT CONFLUENCE = 7.32
f*
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FLOW PROCESS FROM NODE 905.00 TO NODE 906.00 IS CODE = 2
>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
.USER SPECIFIED(GLOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION = 250.00
DOWNSTREAM ELEVATION = 249.00
I ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
SUBAREA RUNOFF(CFS) = .20 I TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .20
I *************************************************************************
FLOW PROCESS FROM NODE 906.00 TO NODE 904.00 IS CODE = 6
I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 249.00 DOWNSTREAM ELEVATION = 239.00
STREET LENGTH(FEE1') = 770.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
I **TRAVE1LTIME COMPUTED USING MEAN FLOW(CFS) = 3.65
STREET FLOWDEPTH(FEET) = .29
HALFSTREET FLOODWIDTH(FEET) = 7.95
I AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43
PRODUCT OF DEPTH&VELOCITY = .69
STREETFLOW TRAVELTINE(MIN) = 5.27 TC(MIN) = 16.97
1 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.474
*USER SPECIFIED(GLOBAL):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
ISUMMED
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 6.88
AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 7.08
END OF SUBAREA ST1EETFLOW HYDRAULICS:
I DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04
FLOW VELOCITY(FEE/SEC.) = 2.65 DEPTH*VELOCITY = .92
I FLOW PROCESS FROM NODE 906.00 TO NODE 904.00 IS CODE = 1
,
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>>>>>DESIGNATE IN)EPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRAION(MIN.) = 16.97
RAINFALL INTENSIT*1(INCH/HR) = 3.47
LUMBE
I
LEAK
OTAL STREAM AREA(ACRES) = 4.50
FLOW RATE(CFS) AT CONFLUENCE = 7.08
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
R
**PEAK FLOW RATE TABLE **
TREAM RUNOFF TIME INTENSITY
(CFS) (MIN.) (INCH/HOUR)
1 11.18 6.64 6.361
I 2 11.07 16.97 3.474
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
IPEAK FLOW RATE(CFS) = 11.18 Tc(MIN.) = 6.64
TOTAL AREA(ACRES) = 6.80
END OF STUDY SUMMARY:
IPEAK FLOW RATE(CFS) = 11.18 Tc(MIN.) = 6.64
TOTAL AREA(ARCES) = 6.80
*** PEAK FLOW RATE TABLE ***
I Q(CFS) TC(MIN.)
1 11.18 6.64
2
11.07 16.97
OF RATIONAL METHOD ANALYSIS
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Biological Technical Report
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Calavera Heights
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Prepared for:
Lyon Communities, Inc.
4330 La Jolla Village Dr., Suite 130
San Diego, California 92122
June 1990
ERC
Environmental
and Energy
Services Co.
•1. 201 Spear Street, Suite 1660
San Francisco, CA 94105
Telephone: 415-227-4370
Fax: 415-227-4376
ERC
Environmental
and Energy
Services Co. June 12, 1990
Mr. George Haviar
William Lyon Company
4330 La Jolla Village Drive, Suite 130
San Diego, California 92122
Re: Biological resource assessment for the College Boulevard extension to Cannon Road.
Dear Mr. Haviar:
In conjunction with ERCE's biological assessment of the Calavera Heights project
site, a field survey of the the proposed extension of College Boulevard was conducted on
May 7, 1990. The entire alignment between the southern boundary of the Calavera Heights
project site and the proposed intersection with Cannon Road was surveyed for existing
biological resources by ERCE biologists Patrick Mock and David King. The linear
distance of this portion of the extension is approximately 1600 feet and generally runs in a
northwest to southeast direction (Figure 1). The site is dominated by an agricultural field
with a drainage to the east that is composed of primarily sycamore riparian woodland. The
northwestern portion of the study area is dominated by intact and disturbed coastal sage
scrub. A species list of the flora and fauna detected on the project site during the survey is
provided as an attachment.
Sensitive habitats are those which are considered rare within the region, are listed
by the Conservation Element of the General Plan for the County of San Diego, or support
sensitive plants or animals. Sensitive habitats onsite are sycamore riparian woodland and
coastal sage scrub. Riparian habitat is considered a sensitive resource by the California
Department of Fish and Game (CDFG) and is defined as a wetland by the U.S. Fish and
Wildlife Service. Riparian habitat is specifically addressed by the Department of Fish and
Game Code Sections 1600-1606 (Streambed Alteration Agreement), and wetlands are also
under the jurisdiction of the U.S. Army Corps of Engineers 404 permit process. Riparian
habitat is considered a valuable but declining resource locally, as well. This habitat type
covered less than 0.2 percent of San Diego County in 1963, and the amount has declined
since. Approximately 0.76 acre of sycamore riparian woodland would be impacted by the
proposed alignment. The CDFG has a "no net loss" policy for wetland habitats, thus any
impacts to wetlands is considered significant and would require mitigation. A CDFG
Streambed Alteration Agreement (1603 Permit) would need to be obtained. Since less than
1 acre of wetlands will be impacted, this project would qualify for a Nationwide Permit
from the Army Corps of Engineers. A mitigation plan for the loss of wetland habitat could
developed as a part of the 1603 permit process. A potential mitigation measure would be to
George Haviar
May 12, 1990
Page 2
place the College Boulevard-Cannon Road intersection farther west to avoid as much of the
riparian woodland as possible. If this measure is not feasible, then habitat replacement or
enhancement elsewhere in the drainage at a 3:1 mitigation ratio is recommended.
Coastal sage scrub is considered a sensitive habitat by the County of San Diego and
an increasing number of city governments in the county. It has been estimated that
approximately 70 percent of the original acreage of this habitat in the County has been lost,
primarily because of urban expansion along the coast. Additional evidence of the decline of
this once common habitat is the growing number of declining plant and animal species
associated with it. Very little coastal sage scrub lies in areas designated as permanent
natural open space. Approximately 1.6 acres of sage scrub would be impacted by this
portion of the road project. This portion of the road does cross the lower portions of the
Calavera Heights open space. However, the road is not likely to form a major barrier to
wildlife movement between these open space areas. The impact to sage scrub habitat is
considered insignificant due to the small area of impact and the absence of animal species
with relatively high sensitivity, such as the California gnatcatcher (Polioptila caljfornica).
Western dichondra (Dichondra occidentalis) is a sensitive plant species found in the
sage scrub habitat onsite. This plant has a relatively low CNPS sensitivity rating of List 4
and the larger patches of this plant on the Calavera Heights development site will be
conserved in natural open space areas. Orange-throated whiptail (Cnemidophorus
hyperythrus beldingi) was also detected in the sage scrub habitat within the road alignment.
This reptile species is a candidate for federal listing (Category 2), is protected by the
California Department of Fish and Game, and is considered threatened by the San Diego
Herpetological Society. The principal threat to this species is loss of open sage scrub, its
preferred habitat. It is still locally common in many areas where it remains and is likely to
occur throughout the sage scrub onsite. The loss of these species is not considered
significant due to their relatively moderate to low sensitivity and the small number of
individuals that would be lost.
If you have any questions, please call me at 458-9044
Patrick J. Mock, Ph.D.
Senior Biologist
George Haviar
May 12, 1990
Page 3
PLANT AND ANIMALS ENCOUNTERED AT THE
COLLEGE BOULEVARD EXTENTION STUDY SITE
MAY 7, 1990
SYCAMORE WOODLAND
PLANTS:
Apiaceae (Umbelliferae) - Carrot Family
Coniu,n maculatuin Poison Hemlock
Foeniculum vulgare Sweet Fennel
Asteraceae (Compositae) -Sunflower Family
Ambrosia psilostachya var. ca1fornica Western Ragweed
Baccharis glutinosa Mule Fat
Matricaria matricarioides Pineapple Weed
Brassicaceae (Cruciferae) - Mustard Family
Brassica nigra Black Mustard
Raphanus sativus Wild Radish
Curcurbitaceae - Gourd Family
Marah macrocaipus Wild Cucumber
Cyperaceae -Sedge Family
Carex sp. Sedge
Malvaceae - Mallow Family
Sida leprosa var. hederacea Alkali Mallow
Platanaceae - Plane Tree Family
Platanus racemosa Western Sycamore
Poaceae (Gramineae) - Grass Family
Bromus mollis Soft Chess
Bromus rubens Red Brome
Lolium perenne
ssp. multforum Italian Ryegrass
Polypogon monspeliensis Rabbitfoot Grass
Oryzopsis miliacea Ricegrass
Salicaceae - Willow Family
Sallx lasiolepis
var. bracellnae Arroyo Willow
Urticaceae - Nettle Family
Urtica holosericea Nettle
George Haviar
May 12, 1990
Page 4
ANIMALS
BIRDS
Family Accipitridae
Black-shouldered Kite Elanus caeruleus
Family Aegithalidae
Bushtit Psaltriparus minimus
Family Colurnbidae
Mourning Dove Zenaida macroura
Family Emberizidae
Subfamily Emberizinae
Song Sparrow Melospiza melodia
Subfamily Icterinae
Brewer's Blackbird Euphagus cyanocephalus
Northern Oriole Icterus galbula
Family Fringillidae
House Finch Carpodacus mexicanus
Family Sturnidae
European Starling Sturnus vulgaris
Family Trochilidae
Anna's Hummingbird Calypte anna
Family Tyrannidae
Western Kingbird Tyrannus verticalis
REPTILES
Family Phiynosomatidae
Western Fence Lizard Sceloporus occidentalis
George Haviar
May 12, 1990
Page 5
SAGE SCRUB
PLANTS
Anacardiaceae - Sumac Family
Ma!osma lau.rina Laurel Sumac
Asteraceae (Compositae) -Sunflower Family
Baccharis glutinosa Mule Fat
Baccharispllularis ssp. consanguinea Coyote Brush
Hemizoniafasciculata Tarweed
Matricaria inatricarioldes Pineapple Weed
Sonchus asper Prickly Sow Thistle
Cactaceae - Cactus Family
Opuntia littoralis Coastal Prickly Pear
Capparaceae - Caper Family
Isorneris arborea
var. arborea Bladderpod
Convolvulaceae- Morning-Glory Family
Dichondra occidentalls Pony Foot, Western
Dichondra
Fabaceae (Leguminosae) - Pea Family
Lotus scoparius
ssp. scoparius Deerweed
Geraniaceae - Geranium Family
Erodiu,n spp. Fifiaree
Lamiaceae (Labiatae) - Mint Family
Salvia apiana White Sage
Salvia columbariae
var. columbariae Chia
Salvia mellfera Black Sage
Primulaceae - Primrose Family
Anagallis arvensis Scarlet Pimpernel
Hydrophyllaceae - Waterleaf Family
Phacelia minor California Bluebells
Poaceae (Gramineae) - Grass Family
Stipa lepida Foothill Stipa
George Haviar
May 12, 1990
Page 6
Polygonaceae - Buckwheat Family
Eriogonwnfasciculatuin
ssp.fasciculatum California Buckwheat
Rhamnaceae - Buckthorn Family
Adoiphia ca1fornica California Adoiphia
Ceanothus tomentosus
ssp. ollvaceus Ramona Ceanothus
Rosaceae - Rose Family
Adenostomafasciculatum Chamise
ANIMALS
Family Aegithalidae
Bushtit Psaltriparus minimus
Family Corvidae
Scrub Jay Aphelocoma coerulescens
Family Emberizidae
Subfamily Emberizinae
Song Sparrow Melospiza melodia
Family Columbidae
Mourning Dove Zenaida macroura
REPTILES
Family Teiidae
Orange Throated Whiptail Cnemidophorus hyperythrus
Western Fence Lizard Sceloporus occidentalis
Family Sciurridae
California Ground Squirrel Spermophilus beecheyi
DISTURBED COASTAL
SAGESCRUB
DISTURBED
DISTURB
DISTURBED
L SWEET FENNEL .
DISTURBED \ . . \ \ '-O -----.
I
AGRICULTURE SYCAMORE
WOODLAND
DISTURBED
•'4C.Q • '-_ _%< .
% •> %_ % I '
0 • -
COASTAL
SAGE SCRUB : . '
Th DISTURBED,
00 80 MULE FAT
Th-;:::::L::r• - -90 \
Y N S ae TV
-
EUCALYPTUS
/ \1\%%+k\\\ ' --- --
•0• • t 5 0
\ 1 N5
MULE "—SYCAMORE
I FAT ' WOODLAND
\ - •N
-'---SWEET FENNEL AGRICULTURE N.
DISTURBED \ DISTURBED DISTURBED \ <
\. DURBb COASTAL
\
SAGE SCRUB
Dichondra occidentalis \ Salvia memfera
IN
DOMINATED COASTAL
N ORANGE THROATED
Emu
\ /
Dichondra occidentalis
DISTURBED COASTAL
SAGE SCRUB
- I DISTURBED
DISTURBED COASTAL
SAGE SCRUB
Artemisia caIifornic
DOMINATED COAST
SAGE SCRUB
0 100
FEET
\ \
WILLOWS
\\
\\ 1'
I SYCAMORE.
I ----.- . /
V
F I G U RE Ilo E R C
Environmental
and Energy
Services Co.
Biological Resources of College Boulevard Extension
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Biological Technical Report
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Calavera Heights
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Fj
Prepared for:
LyonCommunities, Inc.
4330 La Jolla Village Dr., Suite 130
San Diego, California 92122
Prepared by:
ERC Environmental and Energy Services Co.
5510 Morehouse Drive
San Diego, California 92121
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1 June 1990
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TABLE OF CONTENTS
SECTION TITLE
1 1.0
1.1
INTRODUCTION
Project Description
1.2 Geographical Limits of the Study
1.3 Land Use
1.4 Topography and Soils
2.0 SURVEY METHODS
1 EXISTING CONDITIONS 3.0
3.1 Plant Communities
1 3.2 Wildlife
3.3 Sensitive Habitats
1 3.4 Sensitive Species
4.0 IMPACT ANALYSIS
I 5.0 MITIGATION MEASURES AND RECOMMENDATIONS
6.0 LITERATURE CITED
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LIST OF FIGURES
I NUMBER TITLE
Site 1 Regional Location of Project
2 Vegetation Occurring on the Calavera Heights Project Site 1 3 Sensitive Species Occurring on the Calavera Heights Project Site
4 Biologial Impacts of the Water Line Easement through
I Village K of the Calavera Heights Project Area
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TABLE OF CONTENTS (Continued)
LIST OF TABLES
NUMBER TITLE PAGE
1 Survey Schedule and Weather Conditions 5
f 2 Biological Resources and Expected Impacts from
Proposed Development of Calavera Heights Project 17
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LIST OF ATTACHMENTS
LETTER TITLE PAGE
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A Plant Species Encountered on the Calavera Heights Study Area A-i
B Animal Species Observed on the Calavera Heights Project Site B-i
I C California Native Plant Society Listing and Sensitivity Code and
Federal Candidate Species Designations C-i
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.1
1.0 INTRODUCTION
ERCE's Biological Resources group surveyed the Calavera Heights site to determine the
area'sbiological resources and to evaluate the impact of the Calavera Heights development
on these resources. The study addressed the presence or absence of significant biological
features on the site and the degree to which the proposed development would affect those
resources. Significant biological features are defined here as plant or animal species of rare
and/or endangered status, depleted or declining species, and species or habitat types of
limited distribution.
1.1 PROJECT DESCRIPTION
I The proposed use of the Calavera Heights site is an urban development of single and multi-
family dwellings. The site is divided into villages of which Villages H, K, L2, H, R, U,
W, X, and Y were surveyed. The study area encompasses a total of 308 acres.
1.2 GEOGRAPHICAL LIMITS OF THE STUDY
The Calavera Heights site is located east of Interstate 5 and south of Highway 78,
I southwest of Vista (Figure 1). Most of the western half of the site is already developed
and includes single and multi-family dwellings, a community recreation center, an
elementary school and a water treatment plant (Figure 2). The open space areas in this part
I of the site were surveyed for California gnatcatchers. Village H forms the western border
of the property and was surveyed in detail. The eastern area is bordered to the north by
open space, an active quarry and single family dwellings; to the east by Lake Calavera,
Calavera Creek, and agricultural fields; to the south by open space and agriculture; and to
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the west by the built out sections of the Calavera Heights development. On the eastern side
of the site only villages K, L, U, W, X, and Y were surveyed in detail.
I 1.3 LAND USE
I Present land use in the study area includes the ruins of several buildings, temporary
shelters of migrant workers, a network of unimproved dirt roads and trails used by the
I Carlsbad Water District and recreational off road vehicles, a large water storage tank
1 1
'
/
..-. .5•• I
It I
/
FALLBROOK SAN ONOFRE.
WARNER
SPRINGS
7. Lake ,,
Henaliaw I,
'4
'7 VISTA
OCEANSID •
Lake 4' WohI/ord
VA
ESCONDIDO SutherInd
Lake 76
LEUCADIA Hodges
7$ JULIAN
PROJECT LOCATION 79
RAMONA • 0 •
CL .5..
DEL MAIII POWAY San Vicente $
16
El cap/tan!
79
1z Lake
LAJOLL# SANTEE ALPINE
16
$ EL CAJON Louelastd
LA MESA Reseruo:r
Sr
SAN
94 DIEGO ) JAMIJL
POIN
LOM r •.. . NATIONAL 4p Reseruoir CITY
DULZURA CHULA VISTA
o 8 IMPERIAL
______BEACH - - MILES • - USA BOR __. ,EAlJ -
XlCO
ERC 1 mw Environmental
and Energy
Services Co. I
F1(iURE
Regional Location of Project Site
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0 800
FEET
LEGEND
DEVELOPED OR PERMITTED AREAS
COASTAL SAGE SCRUB - CHAPARRAL SCRUB MIX
SOUTHERN MIXED CHAPARRAL
CHAMISE CHAPARRAL
--' BURNED COASTAL SAGE SCRUB - CHAPARRAL SCRUB MIX
Salvia mellifera DOMINATED COASTAL SAGE SCRUB
Artemisia californica DOMINATED COASTAL SAGE SCRUB
DISTURBED GRASSLAND
RIPARIAN SCRUB/WETLAND
EUCALYPTUS
_ DISTURBED
FIGURE
2
3
H
and pumphouse, as well as evidence of cattle grazing and limited mining activities in the
I past.
1.4 TOPOGRAPHY AND SOILS
Village H is located along the western boarder of the site. The northern end of this village
is on a relatively steep slope which descends from Elm Avenue down to a drainage which
runs perpendicular to the length of the slope. Ten minor ravines drain the slope. South of
J Elm Avenue there is a shallow valley bordered on the west by a steep slope which runs to
the property line. The eastern portion of the study area (Villages K, L2, R, U, W, X, and
I Y) is characterized by a flat highland area in the central area of the property, which
descends to a series of gentle ridges divided by steep drainages to the south. A low wet
I The
area exists in Village X and Agua Hedionda Creek runs next to the eastern property line.
soils in this area include two main types. Falibrook rocky, sandy loam characterizes
the soils in the highland areas; and in the lower areas at the south of the site, the dominant
soil type is friant rocky fine sandy loam. Also occurring in minor quantities on site are:
Bonsall sandy loam, Las Flores loamy fine sand, Huerhuero loam, and eroded Escondido
$ very fine sandy loam. (USSCS 1973)
I 2.0 SURVEY METHODS
The property was surveyed between January 22 and February 11, 1990 and between May
1 14 and June 9, 1990 according to the schedule presented in Table 1. Surveys were made
on foot, and all areas of the site were visible from the survey route. All habitats were
visited, and all detected plants and animals were identified. Animals were identified by
scat, tracks, burrows, bones, vocalizations, or direct observations with the aid of 12 x 50
I binoculars. A small tape player was used to play recorded vocalizations of the California
Gnatcatcher at strategic points along the survey route where potential habitat exists. A
I 1:200 scale color aerial photo was used to aid in the mapping of the vegetation. The
primary focus of this survey was a detailed mapping of the habitats, with emphasis on
those which could support sensitive species, especially the California gnatcatcher
(Polloptila californica) which was done on 1" =100' scale topographic maps and later
transferred to a 1 "=200' tentative map of the project. Each gnatcatcher pair was followed
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for 1 to 2 hour intervals on several occasions to determine the approximate territory size of
each pair onsite.
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Table 1
SURVEY SCHEDULE AND WEATHER CONDITIONS
Date Time Personnel1 Conditions2
1/22/90 0800-1300 PM/MW/DK SCT, 17°C, WSW 4MPH
1/23/90 0800-1230 PM/DK BKN, 15°C, W 5MPH
1/24/90 0930-1115 PM! MW CLR, 22°C, W 0-5 MPH
1/30/90 0745-1210 DK / RB CLR, 20°C, WSW 2-7 MPH
2/6/90 0830-1530 DB CLR, 21°C, WSW 0-5 MPH
217/90 0830-1530 DB CLR, 20°C, WSW 0-5 MPH
2/8/90 0900-1530 DK/DB CLR, 19°C, WSW 1-4 MPH
2/11/90 1300-1800 DK SCT, 21°C, WSW 3 MPH
5/14,90 0930-1300 DK CLDY, 30°C, WSW 3-5 MPH
5/16/90 1250-1700 DK SCT, 30°C, WSW 5-10 MPH
5/28/90 0800-1600 DB CLDY, 25°C, WSW 0-5 MPH
5/29/90 0800-1600 DB CLDY, 25°C, WSW 0-5 MPH
5/31/90 1300-1900 DK CLDY, 30°C, WSW 0-15 MPH
6/9/90 0830-1100 PM RAIN, 25°C, WSW 5-10 MPH
1 DB= DAVID BRADNEY
DK= DAVID KING
MW= MIKE WHITE
PM= PATRICK MOCK
RB= ERIC BAILEY
2 SKY, TEMPERATURE, WIND
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No in-depth plant studies or animal trapping were attempted. Nomenclature used
I throughout this report conforms to Munz (1974) for plants, AOU (1983) for birds,
Jennings (1983) for reptiles and amphibians, and Jones et al. (1982) for mammals.
1 3.0 EXISTING CONDITIONS
3.1 PLANT COMMUNITIES
I The naturally occurring vegetation communities represented in the study area are: chaniise
chaparral, southern mixed chaparral, coastal sage scrub, coastal sage scrub-chaparral scrub
' mix, riparian scrub, and non-native grassland. Figure 2 indicates the distribution of these
plant communities onsite. A floral species list is included as Attachment A to this report.
Brief descriptions of the above vegetation communities are discussed below.
Southern mixed chaparral is composed of broad-leaved, scierophyllous shrubs that grow to
J about 1.5 to 3 m tall and form dense, often nearly impenetrable stands. The plants of this
association are typically deep-rooted. There is usually little or no understory, except in
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openings; considerable leaf litter accumulates, however. This habitat occurs on dry, rocky,
often steep north-facing slopes with little soil. It may He adjacent to chaniise chaparral but
I grows on moister sites. Characteristic shrub species include chamise (Adenostoma
fasciculatum), sugarbush (Rhus ovata), and mission manzanita (Xylococcus bicolor). This
vegetation community occurs in some of the deeper drainages on site.
Chamise chaparral is dominated by chamise, almost to the exclusion of all other plants.
I This habitat occurs on shallower, drier soils or at somewhat lower elevations than mixed
chaparral. Chamise chaparral is adapted to repeated fires by stump sprouting. In mature
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stands, the shrubs are densely interwoven, and there is very little herbaceous understory or
leaf litter.
Diegan coastal sage scrub is comprised of low, soft-woody subshrubs (to about 1 m
high), many of which are facultatively drought-deciduous. This association is typically
found on dry sites, such as steep, south-facing slopes or clay-rich soils that are slow to
release stored water. Dominant shrub species on site include California sagebrush
(Artemisia ca1fornica), flat-top buckwheat (Eriogonumfasciculatum ssp.fasciculatum),
laurel sumac (Malosma laurina), and white sage (Salvia apiana). Also occurring in the
study area is coastal sage scrub dominated by black sage (Salvia mellifera) replacing
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Artemisia. Typically, the understory of this association is well developed, and includes
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such species as bunchgrass (Stipa lepida), matchweed (Gutierrezia calfornica), and various
small forbs and introduced grasses.
I Coastal sage scrub-chaparral scrub is a mix of scierophyllous, woody chaparral species and
drought-deciduous, malacophyllous sage scrub species. This is apparently a post-fire
I successional community. Characteristic shrubs include black sage (Salvia mellfera),
chamise (Adenostoma fasciculatum), California sagebrush (Artemisia calfornica),
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ceanothus (Ceanothus spp.), and flat topped buckwheat (Eriogonumfasciculatum). This is
the predominant vegetation community found in the study area.
Wetland communities are found along stream courses throughout California where
moisture is at or near the surface year round. Two overlaping types of wetland are found
I in the study area: freshwater marsh and riparian scrub.
I Freshwater marsh (palustrine persistent emergent wetland) is dominated by perennial,
emergent monocots to 1.3 to 2 m tall. Stands of bulrush (Scirpus spp.) and Cattail
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(Typha spp.) characterize this habitat. Freshwater marsh occurs in wetlands that are
permanently flooded by standing fresh water.
Riparian scrub (= scrub-shrub wetland) varies from a dense, broad-leafed, winter-
deciduous association dominated by several willow species (Sallx spp.) to a depauperate
herbaceous scrub dominated by mulefat (Baccharis glutinosa). The former association is
found on loose, sandy, or fine gravelly alluvium deposited near stream channels during
I floods, and most stands are too dense to allow much understory to develop. Mulefat-
dominated scrub occurs along intermittent streams with a fairly coarse substrate and a
I moderately deep water table. Understory vegetation is composed of nonnative, weedy
species or is lacking altogether. Both associations may represent a successional stage
leading to riparian woodland or may be stable. Mulefat-dominated scrub often falls into the I latter category.
Nonnative grassland is a dense to sparse cover of annual grasses often associated with
numerous species of showy-flowered, native annual forbs, especially in years of high
I rainfall. This association occurs on fine-textured, usually clay soils, which are moist or
even waterlogged during the winter rainy season and very dry during the summer and fall.
Characteristic species include slender wild oat (Avena barbata), soft chess (Bromus
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mollis), red brome (Bromus rubens), ripgut grass (Bromus diandrus), red-stem filaree
I' (Erodium cicutariwn), tarweed (Hemizonia fasciculata), common goldfields (Lasthenia
chrysostoma), and foxtail fescue (Festuca megalura).
1 3.2 WILDLIFE
In general, the habitat onsite is in good condition and is capable of supporting substantial
populations of a variety of wildlife species. Including data from the 1977 survey (Pacific
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Southwest Biological Services 1977), a total of 66 vertebrate species were detected on the
site. A list of animal species detected during this survey is included as Attachment B to this
i report.
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Reptiles and Amphibians
One amphibian species was detected onsite, the pacific treefrog (Hyla regilla). Treefrogs
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were observed breeding in the riparian habitat found at the bottom of the slope in Village H.
The California slender salamander (Batrachoseps attenuatus), western spadefoot toad
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(Scaphi opus hanunondi), and western toad (Bufo boreas) are amphibian species likely to
occur onsite, but were not detected.
I Six reptile species were detected on the Calavera Heights project site: San Diego homed
lizard (Phrynostoma coronatus bläinvillei), and orange throated whiptail (Cnemidophorus
hyperythrus), western fence lizard (Sceloporus occidntalis), side-blotched lizard (Wa
stansburiana), gopher snake (Pituophis melanoleucus), and racer (Coluber constricter).
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Other reptile species known from the vicinity but not observed during surveys include
common kingsnake (Lampropeltus getulus), western rattlesnake (Crotalus viridus), and
i coastal rosey boa (Lichanura trivergara).
Birds
A total of 39 bird species were detected during surveys of the study area. Typical species
I included mourning dove (Zenaida macroura), Anna hummingbird (Calypte anna), House
Finch (Carpodacus mexicanus), bushtit (Psaltriparus minimus), Bewick's wren
I (Thryomanes bewickii), song sparrow Melospiza melodia), California thrasher
(Toxostoma redivivum), wrentit (Chamaea fascicata), and California towhee (Pip ilo
crissalis), American Kestrel (Falco sparvarius) and California gnatcatcher.
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1 Mammals
I Mammals detected onsite included California ground squirrel (Spermophalis beecheyi),
brush cottontail (Sylvilagus bachmani), valley pocket gopher (Thomomys bottae),
opossum (Dideiphis marsupialis), striped skunk (Mephitus mephitus), coyote (Canis
I latrans), and woodrat (Neotoma sp.). Other species likely to be found onsite include mule
deer (Odocoileus hemionus), raccoon (Procyon lotor), and various species of rodent.
3.3 SENSITIVE HABITATS
Sensitive habitats are those which are considered rare within the region, are listed by the
$ Conservation Element of the General Plan for the County of San Diego (County of
San Diego 1980), or support sensitive plants or animals. The sensitive habitats on site are
riparian wetland and Diegan coastal sage scrub. Riparian habitat is considered a sensitive
resource by the California Department of Fish and Game. This habitat is defined as a
wetland by the U.S. Fish and Wildlife Service (Cowardin et al. 1979). Riparian habitat is
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specifically addressed by the Department of Fish and Game Code Sections 1600-1606
(Streambed Alteration Agreement), and wetlands are also under the jurisdiction of the U.S.
J Army Corps of Engineers permit process (Reinen 1978). Riparian habitat is considered a
valuable but declining resource locally, as well. This habitat type covered less than
0.2 percent of San Diego County in 1963 (CDFG 1965), and this amount has since
declined.
Wetlands are also subject to Clean Water Act permit provisions regulating their filling.
These are enforced by the U.S. Army Corps of Engineers and U.S. Environmental
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Protection Agency, with technical input from the U.S. Fish and Wildlife Service. Wetland
habitat is naturally limited and remaining acreages are important island habitats for migrant
I birds. Many bird species are restricted to riparian habitat and are dependent on it for
breeding. Overall wildlife diversity is normally higher in riparian zones than in
surrounding habitats. Such habitat, by occupying natural drainages, also functions to
control water quality and erosion and functions as a wildlife corridor.
I Three factors are considered in the designation of wetlands: the presence of hydrophytic
vegetation, hydric soils, and wetland hydrology. A minimum of one positive wetland
indicator from each category must be found for the Corps to determine an area to be
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wetland (Wetlands Training Institute, Inc 1989). Areas indicated as wetlands by all three
factorsduring the rainy season may lack the indicators of hydrology and/or vegetation
during the dry season, or the vegetation may have been altered or removed through human
disturbance. Such areas may still be regarded as wetlands by resource agencies.
Coastal sage scrub is considered a sensitive habitat by the County of San Diego and an
I increasing number of city governments. Oberbauer (1978) estimated that approximately 70
percent of the original acreage of this habitat in the County has been lost, primarily due to
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urban expansion along the coast. Additional evidence of the decline of this once common
habitat is the growing number of declining plant and animal species associated with it.
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Very little coastal sage scrub lies in areas designated as permanent natural open space in
San Diego County.
$ 3.4 SENSITIVE SPECIES
I Plant Species of Special Interest
,$ High-interest plants include those listed by the U.S. Fish and Wildlife Service (USFWS
1985), California Department of Fish and Game (CDFG 1988), and California Native Plant
I Society (Smith and Berg 1988). The CNPS Listing is sanctioned by the California
Department of Fish and Game and essentially serves as its list of "candidate" species for
threatened or endangered status. Two sensitive plant species, Mesa Club Moss (Selaginella
cinerascens) and California Adolphia (Adoiphia californica), were observed scattered over
the study area (Figure 3). Other plants of high interest known from the vicinity of the
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project site but not observed in the study area are included in the below list. See
Attachment C for an explanation of the CNPS and USFWS designations.
Adoiphia caljfornica
California adolphia
I CNPS rating: List 2, 1-2-1
This winter to spring-blooming (December-May) shrub is known from western San Diego
I County and northwestern Baja California. It generally occurs on clay soils, in dry canyons
and washes in chaparral below 300 m (965 ft) elevation. Reported localities in the County
I include Morro Hill, Agua Hedionda, Rancho Santa Fe, Mount Soledad, Bernardo, Chollas
Valley, Barrett Junction, Proctor Valley, and Otay (Beauchamp 1986). This species was
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JI3*III!II$IT$
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ORANGE-THROATED
L WHIPTAIL
Physalis greenei *
ORANGE-THROATED
N ~l
0 800
FEET
LEGEND
CALIFORNIA GNATCATCHER TERRITORIES
HIGH CONCENTRATIONS OF Adoiphia californica
Dichondra occidentalis
* From 1977 survey
ERC I Environmental
and Energy Sensitive Species Occuring on the Calavera Heights Project Site
Services Co.
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FIG U R E
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found throughout the site and the population was estimated at 2000 individuals in 1977
(PSBS 1977) which seems to remain an accurate figure.
Ceanothus verrucosus I wart-stemmed ceanothus
CNPS rating: List 2, 1-2-1
I This evergreen shrub generally occurs on dry hills and mesas in chaparral (Munz 1974)
below 300 m (984 ft) elevation. It is limited to western San Diego County and Baja
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California. In San Diego County, wart-stemmed ceanothus is found on the immediate
coast, from Pt. Loma to Agua Hedionda, then inland to eastern San Diego and Lake
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Hodges (Higgins 1949). The primary threat to this species is development. This species
was not detected on the site.
Dichondra occidentalis
western dichondra
I USFWS: Candidate (Category 3c)
CNPS: List 4, 1-2-1
I This perennial herb generally occurs on dry, sandy banks in coastal sage scrub, chaparral,
or southern oak woodland, and often proliferates on recently burned slopes. The species is
I found in coastal San Diego and Orange counties, on some of the Channel Islands, and in
northern Baja California. In San Diego County, it occurs north to Agua Hedionda and
La Costa and south to the border. This species was detected in an earlier survey of the
I property in the eastern portion of Village U (Pacific Southwest Biological Services 1977).
Physalis greenei
Greene's ground-cherry
I CNPS rating: List 3, Status Undetermined
Greene's ground-cherry is an erect, spreading annual that occurs in Orange and San Diego
I counties and in Baja California. This uncommon, spring-blooming (March-June) species
occurs in moist areas below 300 m (985 ft) elevation in coastal sage scrub. In
southwestern San Diego County, the species is known from Dehesa, Barrett Lake, and
I Pôtrero (Beauchamp 1986). More information about this species is needed before its
sensitivity status can be assessed (Smith and Berg 1988). It should also be noted that the
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taxonomic affinity of Greene's ground-cherry is in question (Smith and Berg 1988), which
could also alter its overall sensitivity rating. This species was detected in an earlier survey
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done on the site in the vicinity of Village U. (Pacific Southwest Biological Services 1977).
I It was not found during this survey.
Selaginella cinerascens I Mesa Clubmoss
CNPS rating: List 4, 1-2-1
This prostrate, moss-like plant occurs in San Diego County and northwestern Baja
California. It is still relatively abundant in coastal areas, occurring on flat mesas that are
I prime locations for development, such as Mira Mesa and Tierrasanta. Development of these
areas has caused massive destruction of the habitat of this species. Selaginella is found
scattered throughout the survey area.
Amphibian Species of High Interest
The only sensitive amphibian known from the general vicinity of the project is the
I . California red-legged frog (Rana aurora draytonii), which is protected by the California
Department of Fish and Game (1982) and is a candidate (Category 2) for federal listing as
I threatened or endangered. This species frequents marshes, slow parts of streams, lakes,
reservoirs, ponds, and other usually permanent water sources. It occurs primarily in
I wooded areas in lowlands and foothills, although it can also be found in grassland. It is
freshwater particularly attracted to marsh areas with sufficient vegetative growth to provide
cover and prefers cool, flowing water. It has declined sharply in the past few years,
possibly due to competition with the introduced bullfrog (Rana catesbiana; SDHS 1980a).
It is unlikely that this species occurs on site due to the lack of preferred habitat.
Reptile Species of High Interest
Several declining reptile species are known from San Diego County. These species are
I considered sensitive because their distribution is contracting as a result of on-going habitat
known. loss from urbanization. The population levels of many of these species are poorly
I The San Diego horned lizard (Phrynosoma coronatum blainvillei) is a candidate for federal
listing (Category 2), is protected by the California Department of Fish and Game, and is
I considered endangered by the San Diego Herpetological Society (SDHS 1980b) because of
habitat destruction and collecting for the pet trade. It is still relatively widespread and
common in San Diego County. Horned lizard scats were detected at two locations within
1 13
I
Village K. These signs were adjacent to colonies of harvester ants, the primary food of this
species. Much of the project site is typical habitat for homed lizard.
The orange-throated whiptail (Cnemidophorus hyperythrus beldingi) is a candidate for
I federal listing (Category 2), protected by the California Department of Fish and Game, and
is considered threatened by the San Diego Herpetological Society (SDHS 1980b). The
I principal threat to this species is loss of open sage scrub, its preferred habitat. It is still
locally common in many areas where it remains. Whiptails were detected at two locations
I on the project site. This species could potentially occur throughout the sage scrub habitat.
Bird Species of High Interest
The California gnatcatcher is a serious candidate (Category 2) for federal listing and is
I considered a species of special concern by the California Department of Fish and Game
(Remsen 1978). The California gnatcatcher population has been estimated at between
1 1000 to 1500 pairs in the United States with less than 400 pairs remaining in San Diego
County (Atwood 1980). The primary cause of this species decline is likely due to the
I cumulative loss of coastal sage scrub vegetation to urban and agricultural development.
Little of this species' habitat is formally protected or managed. This species is probably
extirpated from Ventura and San Bernardino Counties and is declining in the four
loss remaining coastal counties proportionately with the continued of coastal sage scrub.
The territory size requirements of the gnatcatcher varies with habitat quality. Documented
I home ranges have varied from 10 to 35 acres in San Diego County (RECON 1987; ERCE
1989, ERCE unpublished data). California gnatcatchers appear to prefer Artemisia
I caljfornica dominated coastal sage scrub habitat over sage scrub communities which have
- Salvia mellifera as the dominant species. A total of 3 California gnatcatcher pairs were
I detected in Artemisia dominated coastal sage scrub found in the study area. An active nest
was detected in the gnatcatcher territory located in Village K.
I The blue-gray gnatcatcher (Polioptila caerulea amoenissima) breeds sparely in montane
chaparral and desert riparian areas in San Diego County, where it is declining
I (Everett 1979). The species formerly nested in coastal riparian woodland, but has been
eliminated from that habitat presumably by cowbird parasitism. It still occurs regularly as a
I
uncommon winter visitor in lowland riparian scrub and coastal sage scrub. None were
observed onsite.
I
1
14
I
Birds of prey as a group are considered sensitive because of loss of foraging areas, their
vulnerability to human disturbance, their low population densities, and their position a the
top of the food chain. American kestral, turkey vulture and red tail hawk were observed
flying over the site and presumably forage there.
The turkey vulture (Cathartes aura ssp.) is considered a declining species in the region
I (Everett 1979), having been eliminated as a breeding species from all coastal sites where it
formerly nested. This species is a fairly common to common spring and fall migrant in San
I
Diego County, an uncommon to locally common winter visitor, and a rare to uncommon
summer resident (Unitt 1984). Several individuals were seen circling in the area.
The northern harrier (Circus cyaneus hudsonius) is a "species of special concern" (Remsen
1978), is considered declining by Everett (1979), and is on the Audubon Society's Blue I List (Tate 1986). The species is still fairly common and widespread as a migrant and
winter visitor, but has become scarce as a breeding species in San Diego County. Its
I preferred habitats are grasslands, agricultural fields, and coastal marshes. It is threatened
by the continuing urbanization of these habitats.
Mammal Species of High Interest
I Mammal species of high interest include the mountain lion (Fells concolor), bobcat (Fells
rufus), ringtail (Bassariscus astutus), and badger (Taxidea taxus). Of these, only the
bobcat is likely to be present on site. The bobcat became a species of concern a few years
ago when trapping pressures increased sharply in response to the fur trade. This species is
I relatively common in brushland habitat in San Diego County (Lembeck 1978) and likely
inhabits the study area.
Three species of sensitive bats are known from northern San Diego County: California
$ leaf-nosed bat (Macrotus ca1fornicus), pale big-eared bat (Plecotus townsendiipallescens),
and California mastiff bat (Eumops perotic calfornicus). All three are considered second-
priority species of concern by the California Department of Fish and Game (Williams
1 1986). These bats require caves, rock crevices, or undisturbed abandoned buildings for
roost sites. Because none of these features are present in the project area, it is unlikely that
I the area is a critical resource for these species.
I
15 I
I
4.0 IMPACT ANALYSIS
Table 2 summarizes the impacts of the proposed development to biological resources
I present in the study area. Any area not designated as natural open space was assumed be
impacted. The California Department of Fish and Game has a "no net loss" policy for
impacts to wetland. Therefore, impacts to wetland habitats would be considered significant
I and require mitigation. A total of 0.11 acre of riparian scrub would be impacted by the
proposed development. This impacted area is located where Elm Avenue bisects Village H.
There are three previously approved water line easements associated with the development
I of Village Q that will pass through the California gnatcatcher territory found in Village K
(Figure 4). A 20 foot wide easement will extend in a north-south direction for
approximately 900 feet through the gnatcatcher territory. This alignment will closely I follow an existing dirt road and impact mostly low quality habitat. A 25 foot wide water
line easement will pass through approximately 500 feet of the gnatcatcher territory in an
east-west direction and will follow the disturbed area which was created during the
installation of the original 12 inch line. The proposed 60 foot water line easement passes
I through non-sensitive plant communities and is mostly outside the gnatcatcher territory.
These three easements will not significantly impact the preferred habitat of the existing
I gnatcatcher territory in Village K. However, construction activity could potentially disturb
the existing gnatcatcher pair and cause the birds to relocate elsewhere during the
construction of the water lines.
I A total of 10.0 acres of coastal sage scrub would be disturbed by the proposed
development. Approximately 8.9 acres of the coastal sage scrub to be impacted is
dominated by Artemisia and encompasses the California gnatcatcher territory in Village K.
I The loss of coastal sage scrub habitat occupied by California gnatcatchers is considered a
significant cumulative impact at the regional level.
Two San Diego horned lizard sightings were made within the proposed Village K
development. One of the orange-throated whiptail sightings would be impacted by the
alignment of College Boulevard. The loss of San Diego horned lizard and orange-throated
whiptail populations onsite is considered to be an insignificant adverse impact that
incrementally contributes to the loss of habitat for these sensitive reptile species. Three of
the four whiptail sightings occurred in proposed open space and potential horned lizard
habitat occurs in most of the proposed open space areas.
16
I
I Table 2
I BIOLOGICAL RESOURCES AND EXPECTED IMPACTS FROM
PROPOSED DEVELOPMENT OF CALAVERA HEIGHTS PROJECT
Resource Total Area Area Impacted
HABITATS
I Wetlands 2.3 0.1
Artemisia dominated
coastal sage scrub 15.7 8.9 I Salvia mellfera dominated
coastal sage scrub 1.1 1.1
I Coastal sage scrub-chaparral scrub mix 132.7 73.2
Burned coastal sage scrub-
Chaparral scrub mix 58.6 33.3
Southern mixed chaparral 9.7 1.1
Charnise chaparral 21.4 14.7
I Non-native grassland 38.0 14.8
Eucalyptus 5.3 0.3
$
Disturbed areas 22.7 12.5
TOTAL ACREAGE 307.5 160.0
I SENSITIVE SPECIES
. California gnatcatcher 3 pair 1 pair *
San Diego horned Lizard 2 locations 2 locations
I Orange-throated Whiptail 2 locations
10
1 location
5 Adolphia calfornica patches patches
Dichondra occidentalis 9 patches 6 patches
Selaginella cinerasens common <50% lost
Physalis greenei 3 individuals found in 1977 1977 sighting
none found in 1990 in open space
* This pair may or may not remain extant after completion of the permitted water line
I project associated with the previously approved Village Q development.
I
17
HORNED LIZARD
SCAT
'&l law .::jt::::
a. L L' 4
Aw -
A, 4:0490
OBSERV ED
GNATC ATCHER
; USE AREA •4 4 P4
.. * ,..
CALIFORNIAGNATCATCHER F.
ACTIVE NEST I .
-
•: 7
• /2'
IIIII I
•;::;? '
— — — — — — — — — — — — — — —
.
\ I Till
I •L ' \S$*'\\ :4fr 'Y:,.• 1 r
0 Pit
ia,..
I Ikt ' EXISTING 12 WATE RUNE J
.I • ' ; 125 WATERLINEEASEMENT eI
1 jf T: '
4/:;t4bja?t4bPa:WJfP1Y1%S
'
: ' Z/
/
-••---..:.•• !. --
'!'*' •'p I Xj , :' •1r 120' WATER LINE EASEMEIT
ei 4
j S ' 'l 4 ? // 4 I i
?'p.
; '': •' _ I
: ., q EXISTING 12 WATERLINE ' f ,. I ;:.::;:,, . * -----. --.
' - 1.- _:_;;:—.,;-- ,__•__
a V £ 4 P1 b4 I 14 , .. ----------.-._.r' . i;.. __•
'
?
4 : ,.r . a4;:;
P 4.P q 4P , q a •
•%ç
a a 4 I a 4 '' 4 • P , •4 • b a- 64 • ..::
49P' 4pa 1b4p1 TP 44P ..M.::.: ( : •L 4 èt 4Pe "i'ê " •* P
Ia 1& 4a1 4P ; - I_ •; 4jp 4 qPq gP P4* •11
. •.:.. ;.::•:..t%•••.•:::•A .• •aa4 ., •• .
: \
I
. . ..'. .,
b I .
,
S1M 4N
-: 'c.' •
60' WATER LINE EASEMENT I
IEXISTING 14" WATERLINEJ
V , 2"WATERU~N~ eN
0 200
FEET
' ç': ; . . ' •'• : •
..,','. ,
•_i/
_
. . . LEGEND
. DEVELOPED OR PERMITTED AREAS
COASTAL SAGE SCRUB CHAPARRAL SCRUB MIX
Salvia mellifera DOMINATED COASTAL SAGE SCRUB
,ri . . ; . . ?.
: •' • CHAMISE CHAPARRAL
,! •. , ,, , - - Artemisia californica DOMINATED COASTAL SAGE SCRUB
:ti -':;----- SOUTHERN MIXED CHAPARRAL
;;;L;FD---
: -
•_'i xp Dichondra occidentabs
_ll
iITr
:.
-: .: • MA...,,.;.. :. ••
' i1•
SOURCE: PSBS, 1977
ERC F I G U R E
44 Environmental Biological Impacts of the Water Line Easment Through Village K
and Energy of the Calavera Heights Project Area 4 Services Co. -
I
Five of the ten major concentrations of Adoiphia would be lost to the development.
I
However, the larger patches of this plant species would remain in natural open space.
Therefore, this incremental loss is considered insignificant. Six of nine patches of
I Dichondra occidentalis would be impacted by the proposed development plan. This impact
is not considered significant.because this plant species has a low CNPS sensitivity rating
(CNPS List 4) and is still relatively common throughout San Diego County. Less than
1
50% of the Selaginella would be impacted by the proposed development. This impact is
not considered significant due to the species' low sensitivity (CNPS List 4) and the
I
percentage of the onsite population that would be retained in natural open space. Physalis
greenei was detected in the 1977 PSBS survey but was not found-in during this survey.
I
The 1977 PSBS report indicated that this species was located in an area that is proposed
natural open space and would not be impacted.
1 5.0 MITIGATION MEASURES AND RECOMMENDATIONS
I Impacts to wetlands would require a California Department of Fish and Game Streambed
Alteration Agreement. An enhancement of a portion of the existing wetland habitat in
I Village H or Village X would be appropriate mitigation for the loss of 0.11 acre of riparian
scrub associated with the widening of Elm Avenue. A 2:1 mitigation ratio would be
considered appropriate for the quality of habitat expected to be impacted.
Efforts should be made to minimize impacts to natural habitats bordering the water line
easements during the construction of the new lines. The gnatcatcher pair in Village K may
or may not remain after installation of the water line easements associated with the
previously approved Village Q development. A focused survey of the Village K
gnatcatcher territory should be conducted after the installation of the permitted water lines.
I Based on the results of subsequent surveys, the need for further mitigation for loss of
California gnatcatcher sage scrub habitat shall be determined and will be addressed by one
of the following potential alternative measures:
1. Enhancement of a habitat onsite: This measure would involve the enhancement
I of an area onsite that is presently unsuitable for use by gnatcatchers. A
reasonable area for habitat enhancement would be in the area proposed for
I . natural open space in Village H, north of Elm Avenue. This area is currently
occupied by non-native grassland, but could be replaced with coastal sage
species. Species composition within this mitigation area should be similar to
i
19
I
the areas that are to be impacted. Fill slopes resulting from the widening of Elm
I Avenue could be part of the mitigation area, thereby minimizing grading costs.
A disadvantage to this mitigation alternative is that a coastal sage scrub
S enhancement program of this magnitude (about 10 acres) has never been
be attempted before. Therefore, such a mitigation program could considered
experimental. If this revegetation program were deemed unsuccessful, the
I requirement for mitigation may not be considered fulfilled and an alternative
mitigation measure may be required, at added expense.
2. Acquisition of offsite mitigation habitat: Suitable habitat could be acquired in
I an area adjacent to an existing natural open space containing gnatcatcher habitat.
Such a mitigation site should be as close to the project site as is deemed
i feasible.
3. Contribution to a mitigation bank fund: The City of Carlsbad is in the informal
I stages of developing a city-wide mitigation program to address California
gnatcatcher and coastal sage scrub issues. Monies could be contributed to a
city-administered fund to be used to acquire gnatcatcher habitat.
I 6.0 LITERATURE CITED
American Ornithologists' Union. 1983. Checklist of North American Birds. 6th Edition.
I American. Ornithologists' Union, Washington, D.C.
Atwood, J. 1980. The United States distribution of the California black-tailed
gnatcatcher. Western Birds 11:65-78.
S Beauchamp, R.M. 1986. A flora of San Diego County. Sweetwater River Press.
241 pp.
I California Department of Fish and Game. 1965. California fish and wildlife plan. The
Resources Agency, Volume 3(c):908.
I California Department of Fish and Game. 1985. Designated endangered or rare plants.
The Resources Agency, June 19.
County of San Diego. 1980. Conservation element (Part X) of the County general plan. I Planning Department, GPA-80-61.
Cowardin, L.M., P.C. Golet, and E. T. LaRoe. 1979. Classification of wetlands and I deepwater habitats of the United States. U.S. Fish and Wildlife Service, U.S.
Department of Interior, December.
I
1 20
I
Phase 1 Amber ERC Environmental and Energy Services Co. (ERCE) 1989. report,
Ridge California gnatcatcher study. Prepared for Weingarten, Siegel, Fletcher
I Group, Inc. November. 26 pp.
Everett, W.T. 1979. Threatened, declining and sensitive bird species in San Diego
I County. San Diego Audubon Society, Sketches, June.
Higgins, E.B. 1949. Annotated distributional list of the ferns and flowering plants of San
Diego County, California. Occasional papers of the San Diego Society of Natural
I History, No. 8. 174 pp.
Holland, R.F. 1986. Preliminary descriptions of the terrestrial natural communities of
I California. State of California, The Resources Agency.
Lembeck, M. 1978. Bobcat study, San Diego County. California Department of Fish and
Game, nongame wildlife investigations, Study IV, Job 1.7.
I Munz, P.A. 1974. A flora of southern California. University of California Press,
Berkeley. 1086 pp.
I Pacific Southwest Biological Services. 1977. Report of a biological survey of the
Calavera Hills property. Prepared for Regional Environmental Consultants.
I Jones, J.K., Jr., D.C. Carter, H.H. Genoways, R.S. Hoffman, and D.W. Rice. 1982.
Revised checklist of North American mammals north of Mexico. Occasional
Papers of the Museum TexasTech. University 80:1-22.
I Jennings, M.R. 1983. An annotated checklist of the amphibians and reptiles of
California. California Department of Fish and Game 69(3):151-171.
I Oberbauer, T.A. 1978. Distribution of dynamics of San Diego County grasslands.
Unpublished M. S. thesis, California State University, San Diego. 120 pp. and
I RECON
map.
1987. Home range, nest site, and territory parameters of the black-tailed
gnatcatcher population on the Rancho Santa Fe Highlands study area. September.
I Unpublished report submitted to County of San Diego.
Reinen, R.H. 1978. Notice of exercise of Section 404 jurisdiction over certain streams
and wetlands in California. Los Angeles District, Corps of Engineers, July 15. I Remsen, V. 1978. The species of special concern list: an annotated list of declining or
vulnerable birds in California. Western Field Ornithologist, Museum of Vertebrate
I Zoology, University of California, Berkeley.
San Diego Herpetological Society. 1980a. Survey and status of endangered and threat-
ened species of reptiles natively occurring in San Diego County. Prepared for Fish I and Wildlife Committee, San Diego Department of Agriculture, 33 pp.
San Diego Herpetological Society. 1980b. Status of the indigenous amphibians of
I San Diego County. Fish and Wildlife Committee, San Diego County Department
of Agriculture, 22 pp.
I
I 21
I
Smith, J.P., Jr. and R. York. 1984. Inventory of rare and endangered vascular plants of
California. California Native Plant Society, special publication no. 1
1 (3rd Edition).
Tate, J. Jr. 1986. The Blue List for 1986. American Birds 40:227-236.
I United States Soil Conservation Service. 1973. Soil Survey, San Diego area, California.
United States Fish and Wildlife Service: 1985a. Endangered and threatened wildlife and
I plants: Review of plant taxa for listing as endangered or threatened species; Notice
of review; Federal Register, 50(1 88):39526-39527, September 27.
Unitt, P. 1984. The Birds of San Diego County. Memoir 13, San Diego Society of
Natural History. 276 pp.
Wetland Training Institute, Inc. 1989. Field guide for delineating wetlands: unified federal
I method. WTI 89-1. 131 pp.
Williams, D.F. 1986. Mammalian species of special concern in California. California
I Department of Fish and Game. Wildlife Management Division Administrative
Report 86-1. 112 pp.
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ATTACHMENT A
I PLANT SPECIES ENCOUNTERED ON
THE CALAVERA HEIGHTS STUDY AREA
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I ATTACHMENT A
PLANT SPECIES ENCOUNTERED ON I THE CALAVERA HEIGHTS STUDY AREA
JANUARY, FEBRUARY, AND MAY 1990
I Lycopodiae
Selaginellaceae - Spike-Moss Family I Selaginella cinerascens Mesa mossfem
Pteridaceae I Pityrogramma triangularis var. triangularis Goldenback Fern
Dicotyledoneae
I Anacardiaceae - Sumac Family
Malosma laurina Laurel Sumac
I Rhus integrifolia Lemonadeberry
Asteraceae (Compositae) -Sunflower Family
Ambrosia psilostachya var. calzfornica Western Ragweed
I Artemisia catjfornica California Sagebrush
Artemisia douglasiana California Mugwort
Baccharis glutinosa Mule Fat
Baccharis pilularis ssp. consanguinea Coyote Brush I Baccharis sarothroides Broom Baccharis
Centaurea melitensis Tocalote
Conyza canadensis Horseweed
I Filago gallica .Narrowleaf Filago
Gnaphallumpalustre Lowland Cudweed
Hap1opappis venetus Goldenbush
Hemizoniafasciculata Tarweed I Heterotheca grandjflora Telegraph Weed
Sonchus asper Prickly Sow Thistle
I Stephanomeria virgata Virgate Wreath-Plant
Polygonaceae - Buckwheat Family
Eriogonumfasciculatwn
I ssp. fasciculatum California Buckwheat
R umex crispus Curly Dock
Chorizanthefimbriata Fringed Turkish Rugging
I Saxifragaceae -Saxifrage Family
Ribes indecorum WhiteFloweredCurrant
Ribes speciosum Fuchia-Flowered
Gooseberry
Scrophulariaceae-Figwort Family
Diplacuspuniceus Red Bush Monkey-Rower I Scrophularia calzfornica var.floribunda Coast Figwort, Bee Plant
Antirrhinum coulterianum Snapdragon
I
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I ATTACHMENT A (Continued)
PLANT SPECIES ENCOUNTERED ON
I THE CALAVERA HEIGHTS STUDY AREA
I Brassicaceae (Cruciferae) - Mustard Family
Brassica nigra Black Mustard
Raphanus sativus Wild Radish
I Verbenaceae -Vervain Family
Verbena menthaefolia Verbena
I Liliaceae - Lily Family
Chiorogalum parv{florum Amole
Calochortus splendens Lilac Mariposa
I Rhamnaceae - Buckthorn Family
Adoiphia caljfornica California Adoiphia
I ssp.
Ceanothus tomentosus
olivaceus Ramona Ceanothus
Cactaceae - Cactus Family
I Opuntia littoralis Coastal Prickly Pear
Rosaceae - Rose Family
Adenostomafasciculatum Chainise I Cercocarpus minutiflorus San Diego Mountain
Mahogany
Heteromeles arbuz'zfolia Toyon I Prunus ilicjfolia Holly-Leaved Cherry
Ericaceae - Heath Family
I Xylococcus bicolor Mission Manzanita
Euphorbiaceae -Spurge Family
I Eremocarpus setigerus Turkey Mullein, Dove Weed
Lamiaceae (Labiatae) - Mint Family
Marrubiwn vulgare Horehound
Salvia apiana White Sage I Salvia mel1fera Black Sage
Salvia columbariae
I var. columbariae Chia
Malvaceae - Mallow Family
Malacothamnusfasciculatus I var.fasciculatus Bush Mallow
Malva parvjflora Cheeseweed
Sidalcea malvaeflora
I ssp. sparsfolia Wand Checker-Bloom
Amaryllidaceae -Amaryllis Family
Dichelostemma puichellum BlueDicks,WildHyacinth
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I ATTACHMENT A (Continued)
PLANT SPECIES ENCOUNTERED ON I THE CALAVERA HEIGHTS STUDY AREA
Bloomeria crocea I var. crocea Golden Star
Curcurbitaceae - Gourd Family I Marah macrocarpus Wild Cucumber
Cucurbitafoetidissima Calabazifla
I Geraniaceae - Geranium Family
Erodium sp. flilaree
Agavaceae - Agave Family
I Yucca schidigera Spanish Dagger
Rubiaceae - Madder Family
I Galium sp. Bedstraw
Polemoniaceae - Phlox Family
Navarretia atractyloides Skunkweed
I Nyctaginaceae - Four O'Clock Family
Mirabilis calfornica
I var. calfornica Wishbone Bush
Solanaceae - Nightshade Family
Nicotiana glauca Tree Tobacco
I Solanum nigrum Nightshade
Darura meteloides Jimson Weed
Platanaceae - Plane Tree Family I Plaanus racemosa Western Sycamore
Oxalidaceae - Wood Sorrel Family I Oxalis sp. Sorrel
Convolvulaceae- Morning-Glory Family
Calystegia macrostegia Morning Glory I Dichondra occidentalis Pony Foot, Western
Dichondra
I Rutaceae - Rue Family
Cneoridium dumosum Bushrue
I Capparaceae - Caper Family
Isomeris arborea
var. arborea Bladderpod
I Hydrophyllaceae - Waterleaf Family
Pjzacelia grandiflora Large-Flowered Phacelia
I
LII
I ATTACHMENT A (Continued)
PLANT SPECIES ENCOUNTERED ON
I THE CALAVERA HEIGHTS STUDY AREA
I Phacelia minor California Bluebells
Caprifoliaceae - Honeysuckle Family
I Sambucus mexicana Elderberry
Fabaceae (Leguminosae) - Pea Family
Lotus scoparius
I ssp. scoparius Deerweed
Me lilotus indicus Yellow Sweet-Clover
Salicaceae - Willow Family I Salix lasiolepis
var. bracelinae Arroyo Willow
I Chenopodiaceae - Goosefoot Family
Salsola kale Russian-Thistle
Ambrosia psilostachya Western Ragweed
var. calfornica I Atriplex semibaccata Australian Saitbush
Tridaceae -Iris Family I Sisyrinchium bellum Blue-Eyed Grass
Poaceae (Gramineae) - Grass Family
Avena barbata Slender Wild Oat I Bromus diandrus Ripgut Grass
Bromus mollis Soft Chess
Bromus rubens Red Brome I Cynodon dactylon Bermuda Grass
Festuca megalura Foxtail Fescue
Melica impeifecta California Melic I Stipa sp. Bunchgass
Cyperaceae - Sedge Family
Scirpus sp. Bulrush I Cyperus sp. Umbrella Sedge
I Typha
Typhaceae - Cattail Family
sp. Cattail
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ATTACHMENT B
I ANIMAL SPECIES OBSERVED ON
THE CALAVERA HEIGHTS PROJECT SITE
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1 B-i
ATTACHMENT B
ANIMAL SPECIES OBSERVED ON
THE CALAVERA HEIGHTS PROJECT SITE
JANUARY, FEBRUARY, MAY, & JUNE, 1990
BIRDS
Family Cathartidae
Turkey Vulture Cathartes aura
Family Accipitridae
Red-tailed Hawk Buteo jainaicensis
Black-shouldered Kite Elanus caeruleus
Northern Goshawk Accipiter gentilis
Family Falconidae
American Kestrel Falco sparverius
Family Phasianidae
California Quail Callipepla ca4fornica
Family Columbidae
Mourning Dove Zenaida macroura
Family Cuculidae
Greater Roadrunner Geococcyx californianus
Family Trochilidae
Anna's Hummingbird Calypte anna
Costa's Hummingbird Calypre costae
Family Picidae
Northern Flicker Colaptes auratus
Family Tyrannidae
Say's Phoebe Sayornis saya
Cassin's Kingbird Tyrannus vocferans
Western Kingbird Tyrannus verti calls
Family Hirundinidae
Cliff Swallow Hirundo pyrrhonota
Family Corvidae
Scrub Jay Aphelocoma coerulescens
Common Raven Corvus corax
Family Aegithalidae
Bushtit Psaltriparus minimus
Family Troglodytidae
Bewick's Wren Thryomanes bewickli
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ATTACHMENT B (Continued)
I ANIMAL SPECIES OBSERVED ON
THE CALAVERA HEIGHTS PROJECT SITE
I Family Muscicapidae
California Gnatcatcher Polioptila calfornica
Wrentit Chamaeafaciata
I Family Mimidae
Northern Mockingbird Mimus Polyglot=
California Thrasher Toxostoma redivivum
I Family Motacillidae
Water Pipit Anthus spinoletta
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Family Ptilogonatidae
Phainopepla
Family Laniidae
Loggerhead Shrike
Family Sturnidae
European Starling
Family Emberizidae
Subfamily Parulinae
Yellow-rumped Warbler
Subfamily Emberizinae
Rufous-sided Towhee
California Towhee
Song Sparrow
White-crowned Sparrow
Sage Sparrow
Subfamily Icterinae
Northern Oriole
Red-winged Blackbird
Family Fringillidae
House Finch
American Goldfinch
Lesser Goldfinch
Family Passeridae
House Sparrow
Phainopepla nitens
Lanius ludovicianus
Sturnus vulgaris
Dend.roica coronata
Pipilo e,ythrophthalmus
Pipilo crissalis
Melospiza melodia
Zonotrichia leucophrys
Amphispiza belli
Icterus galbula
Agelaius phoeniceus
Carpodacus mexicanus
Carduelis tristis
Carduelis psaltria
Passer domesticus
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ATTACHMENT B (Continued)
ANIMAL SPECIES OBSERVED ON
THE CALAVERA HEIGHTS PROJECT SITE
MAMMALS
Brush Rabbit
Desert Cottontail
California Ground Squirrel
Valley Pocket Gopher
Agile Kangaroo Rat
Woodrat
Coyote
Striped Skunk
Opossum
Sylvilagus bachmani
Sylvilagus auduboni
Sper,nophilus beecheyi
Thomomys bottae
Dipodomys agills
Neotoma sp.
Canis latrans
Mephitus mephitus
Dideiphis marsupialls
AMPHIBIANS
Pacific Tree Frog Hyla regilla
REPTILES
San Diego Horned Lizard Phrynostorna coronatus blainvillei
Orange-throated Whiptail Cnemidophorus hyperythrus
Western Fence Lizard Sceloporus occidntalis
Side-blotched Lizard Uta stansburiana
Gopher Snake Pituophis melanoleucus
Racer Coluber constricter
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ATTACHMENT C
I CALIFORNIA NATIVE PLANT SOCIETY
LISTING AND SENSITIVITY CODE AND
FEDERAL CANDIDATE SPECIES DESIGNATIONS
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I ATTACHMENT C
CALIFORNIA NATIVE PLANT SOCIETY I LISTING AND SENSITIVITY CODE AND
FEDERAL CANDIDATE SPECIES DESIGNATIONS
California Berg 1988) Native Plant Society (Smith and
List 1 = Plants of highest priority I 1A = Plants presumed extinct in California
lB = Plants rare and endangered in California and elsewhere
List 2 = Plants rare and endangered in California, but common elsewhere
List 3 = Plants about which we need more information I List 4 = Plants of limited distribution (A watch list)
I CNPS R-E-D Code
R (Rarity')
I i = Rare, but found in sufficient numbers and distributed widely enough that the
potential for extinction or extirpation is low at this time.
2 = Occurrence confined to several populations or to one extended population.
3 = Occurrence limited to one or a few highly restricted populations, or present in I such numbers that it is seldom reported.
I E (Endangerment)
1 = Not endangered
2 = Endangered in a portion of its range
I 3 = Endangered throughout its range
D (Distribution') Ii = More or less widespread outside California
2 = Rare outside California
3 = Endemic to California
I FEDERAL CANDIDATE SPECIES DESIGNATIONS*
I Cl = Enough data are on file to support the federal listing.
Cl = Enough data are on file to support federal listing, but the plant is presumed
extinct.
I C2 = Threat and/or distribution data are insufficient to support federal listing.
C2 = Threat and/or distribution data are insufficient to support federal listing; plant
presumed extinct.
I C3a = Extinct
C3b = Taxonomically invalid
C3c = Too widespread and/or not threatened
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INTERIM REPORT OF
I GFXJTEHNICAL NVESTIGATION
CAU\.VERA IIEI@rlS VILLAGES W-X-Y
I TAMARACK AND COLLEGE BOULEVARD
CARLSBPD, CALIFORNIA
I
Eli PREPARED FOR:
Lyon Conininities, Incorporated
4330 La Jolla Village Drive, Suite 130
San Diego, California 92122
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Southern California Soil & Testing, Inc.
Post Office Box 20627
6280 Riverdale Street
San Diego, California 92120
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SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120
678 ENTERPRISE ST. ESCDNDIOO, CALIF. 92028 • T E L E 7464544
May 15, 1990
Lyon ColTinunities, Incorporated
4330 La Jolla Village Drive
Suite 130 SCS&T 9021049
San Diego, California 92122 Report No. 1
ATTENTION: Mr. George Haviar
SUBJECT: Interim Report of Geotechnical Investigation, Calavera Heights
Villages W-X-Y, Tamarack and College Boulevard, Carlsbad,
California.
Gentlemen:
In accordance with your request, we have completed an interim geotechnical
investigation for the subject project. We are presenting herewith our
findings and recommendations.
In general, we found the site suitable for the proposed development provided
the recommendations presented in the attached report are followed.
If you have any questions after reviewing the contents contained in the
attached report, please do not hesitate to contact this office. This
opportunity to be of professional service is sincerely appreciated.
SOUTHERN CALIFORNIA SiL AND TESTING,
B. ler, (.C.E. #36037
DBP: JRH:KAR:mw
cc: (2) Submitted
(4) Hunsaker and associates
(1) SCS&T, Escondido
PACE
Introduction and Project Description .1
Project Scope .......................................... . ................... 2
Findings...................................................................3
Site Description.......................................................3
General Geology and Subsurface Conditions..............................3
Geologic Setting and Soil Description.............................3
1) Basenent Complex-Jurassic Metavolcanics and
Cretaceous Granitics (Jmv/Kgr) ..........................4
2) Santiago Formation (Es) ...................................5
3) Older Quaternary (Pleistocene) Alluvium (Qoal) ............5
4) Younger Quaternary (Holocene) Alluvium (Qyal) .............5
Tectonic Setting..................................................7
Geologic Hazards..................................................7
Groundshaking ..... . ............................................... 8
Seismic Survey and Rippability Characteristics .............................8
General...........................................................8
Rippability Characteristic of Granodioritic Rock.................12
Rippable Condition (0-4,500 Ft./Sec.) .......................12
Marginally Rippable Condition
(4,500 Ft./Sec.-5,500 Ft./Sec) ............................13
Nonrippable Condition (5,500 Ft ./Sec. & Greater) ............13
Rippability Characteristics of Netavolcanics and Associated
Hypabyssal Rocks and Tonalitic Rocks ...........................13
Rippable Condition (0-4,500 Ft./Sec. ) .......................13
Marginally Rippable Condition (4,500-5,500 Ft. /Sec.) ........14
Nonrippable Condition (5,500 Ft. Sec. & Greater) .............14
Seismic Traverse Limitations.....................................14
Groundwater......................................................15
Conclusions and Recommendations ...........................................16
General ...............................................................16
Grading ..........................................................17
Site Preparation.................................................17
Select Grading...................................................17
Cut/Fill Transition..............................................17
Imported Fill....................................................18
Rippability ......................................................18
Oversized Rock...................................................18
Slope Construction...............................................18
Surface Drainage.................................................18
Subclrains ........................................................19
Earthwork........................................................ 19
Slope Stability.......................................................19
Foundations ...........................................................19
General ..........................................................19
Reinforcement .................................................... 20
Interior Concrete Slabs-on-Grade.................................20
Exterior Concrete Slabs-on-Grade.................................21
Special Lots .....................................................21
Expansive Characteristics ........................................21
Settlement Characteristics .......................................21
Earth Retaining Walls .................................................22
Passive Pressure.................................................22
Active Pressure..................................................22
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TABLE OF (ITETII'S (continued)
I PAGE
Backfill.........................................................22
Factorof Safety.................................................22
I Limitations ............................................... ................ 23
Review, Observation and Testing ....................... ................ 23
Uniformity of Conditions ......... ..................................... 23
Changein Scope.......................................................23
I
Tine Limitations......................................................24
Professional Standard............................................
.....
24
Client's Responsibility...............................................24
FieldExplorations........................................................25 I Laboratory Testing........................................................25
ATTACHMENTS
TABLES I
I Table I Generalized Engineering Characteristics of Geologic
Units, Page 6
I Table II The Maximum Bedrock Accelerations, Page 8
Table III Seismic Traverse Summary, Pages 9 through 12
I FIGURE
1 Site Vicinity Map, Follows Page 1 I Figure
PIES
I Plate 1 Plot Plan
Plate 2 Unified Soil Classification Chart
Plates 3-9 Trench Logs I Plate 10 Grain Size Distribution
Plate 11 Compaction Test Results
I Expansion Test Results
Plate 12 Direct Shear Sunimxy
Plate 13 Oversize Rock Disposal I Plate 14 Canyon Subdrain Detail
Plate 15 Slope Stability Calculations
Plate 16 Weakened Plane Joint Detail I Plate 17 Retaining Wall Subdrain Detail
Plates 18-20 Seismic Line Traverses
I Plates 21-23 Catepillar Rippability Charts
APPENDIX I Recoimended Grading Specification and Special Provisions
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SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120
678 ENTERPRISE ST. ESCDNDIOO, CALIF. 52025 • T E L E 746-4544
IhIU;Al :sJisl INVESTI&ATION
CALAVERA HEIGHTS VILLAGES W-X--Y
TAMARACK AND COLLEGE BOULEVARD
I CARLSBAD, CALIFORNIA
I flD1XTION AND PI3JECT DESCRIPTION
I This report presents the results of our interim report of geotechnical
investigation for Calavera Heights Subdivision, Villages W -X--Y, Tamarack and
College Boulevard, in the City of Carlsbad, California. The site location is I illustrated on the following Figure Number 1.
I It is our understanding that the site will be developed to receive a
residential subdivision with associated paved streets. It is anticipated
I
that the structures will be one and/or two stories high and of wood frame
construction. Shallow foundations and conventional slab-on-grade floor
I systems are proposed. Grading will consist of cuts and fills up to
approximately 40 feet and 35 feet deep, respectively. Cut and fill slopes up
to approximately 35 feet high at a 2:1 (horizontal to vertical) are also
I anticipated.
To assist with the preparation of this report, vre provided with a
grading plan prepared by Hunsaker and Associates dated December 6, 1989. In
I addition we reviewed our "Supplerrental Soil Investigation, Calavera Hills
Subdivision," dated October 6, 1988, "Report of Geotechnical Investigation,
Village Q and T, Calavera Hills Subdivision," dated January 10, 1984, and
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SOUTHERN CALIFORNIA SOIL AND TESTING, 1NC.
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SOUTHERN CALIFORNIA
:
CALAVERAS HEIGHTS-VILLAGE
$OIL & TEST IN Q,INC. KAR/EM DAM 5-15-90 L0. NUUER: 9021054 FURE #1
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SCS&T 9021049 May 15, 1990 Page 2
our "Summary of Geotechnical Investigation, Lake Calavera Hills," dated
August 6, 1984. The site configuration, topography and approximate locations
of the subsurface explorations are shown on Plate Number 1.
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This interim report is based on the review of the aforementioned preliminary
report for the Calavera Hills Subdivision. A site specific report will be
prepared at a later date when further field investigation and analysis of
laboratory data has been completed. For the purpose of this report
appropriate field investigation and laboratory test data was extracted from
the previously mentioned report. More specifically, the intent of this study
was to:
a) Describe the subsurface conditions to the depths influenced by the
proposed construction.
b) The laboratory testing performed in the referenced report was used
to evaluate the pertinent engineering properties, including
bearing capacities, expansive characteristics and settlement
potential, of the anticipated materials which will influence the
development of the proposed subject site.
c) Describe the rippability characteristics of the existing rock.
d) Define the general geology at the site including possible geologic
hazards which could have an effect on the site development.
e) Develop soil engineering criteria for site grading and provide
recommendations regarding the stability of proposed cut and fill
slopes.
f) Address potential construction difficulties and provide
recorrnendations concerning these problems.
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SCS&T 9021049 May 15, 1990 Page 3
g) Recoimend an appropriate foundation system for the type of
structures anticipated and develop soil engineering design
criteria for the recorrrrended foundation design.
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FOUbms,ES
I The subject site is an irregular shaped parcel of land, designated as
Villages W, X and Y within the Calavera Heights development in Carlsbad,
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California. The subject site covers approximately one hundred acres and is
bounded on the south, east and north by undeveloped land and by residential
I housing and undeveloped land on the west. Topographically, the site is
located in hilly terrain with well developed, large, drainage courses with
steep-sided slopes. Elevations range from approximately 325 feet (MSL) at
I the central northern property boundary to 90 feet (MSL) at the eastern
boundary. The inclinations of the natural slopes are generally on the order
of 1.5 to 1, horizontal to vertical, or flatter. Drainage is accomplished
via sheetf low and the well developed drainage courses in southerly, easterly
I and northeasterly directions. Vegetation is comprised of sparse to very
dense chaparral on the hillsides and dense native shrubs and small trees
within the large drainage courses. Overhead power lines traverse the site in
a southwest to northeast direction. The site is undeveloped, with the
exception of the power lines.
I GENERAL GEOIDGY AND SUBSURFPE CONDITIONS
QX1WGIC SETJYIN. .AND SOIL DESCRIPTION: The subject site is located near the
boundarybetween the Foothills Physiographic Province and the Coastal Plains
Physiographic Province of San Diego County and is underlain by materials of
igneous and sedimentary origin and surficial residuum. The site is underlain
by the basement complex rocks consisting of Jurassic-age netavolcanic rocks,
Cretaceous-age granitic rocks, as well as Tertiary-age Santiago Formation
I and Quaternary-age alluvium. A brief description of the materials on-site,
in general decreasing order of age, is presented below.
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SCS&T 9021049 May 15, 1990 Page 4
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(Jhw/Kgr): The oldest rocks exposed at the site are the Jurassic
netavolcanic and associated hypabyssal rocks. The netavolcanic
rocks are generally andesite or dacite in composition and the
associated hypabyssal rocks are their porphyritic equivalents (ie:
diorite porphyry to granodiorite porphyry). The fine grained
hypa1yssal rocks are considered to be about the sane age as the
rretavolcanics and are consequently older than the other intrusive
rocks found at the site. Both the netavolcanics and the associated
hypabyssal rocks weather to dark, smooth hills or jagged, angular
outcrops with a clayey, rocky topsoil. The rnetavolcanic and
hypabyssal rocks are generally rippable with conventional
earth-moving equipment to depths of only a few feet.
The other rocks in the basement complex are the granitic rocks of
the Cretaceous Southern California Batholith which have intruded
the older rocks and are, to a large degree, mixed with them. The
granitic rocks at the project site appear to be both tonalitic and
granodioritic in composition. The tonalitic rocks are usually dark
gray, fine to medium grained rocks whereas the granodioritic rocks
are usually yellowish brown to grayish brown, medium to coarse
grained rocks. The weathering and rippability characteristics of
the tonalitic rocks appear to be somewhat similar to those of the
netavolcanic/hypabyssal rocks. The tonalitic rocks may be rippable
to greater depths than the iretavolcanic rocks but ripping may be
difficult and time consuming. In addition, it should be noted that
the material generated from the tonalitic rocks will have the
appearance of the metavolcanic rocks rather than that of good
I quality "decomposed granite". In contrast to the weathering
characteristics of the metavolcanic/hypabyssal rock and the
tonalitic rocks, the granodioritic rocks commonly weather to
I rounded outcrops or boulders in a matrix of grus ('decomposed
granite"). The granodioritic rocks are variable in their excavation
I characteristics but commonly contain areas which are rippable to
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SCS&T 9021049 May 15, 1990 Page 5
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depths of several feet or several tens of feet, yet include
I localized areas of boulders or unweathered rock which are not
rippable with conventional heavy equipment.
The areas underlain by the respective rock types in the basement
complex are intermixed and are not differentiated on the
accompanying geologic map. It should be noted that since the
different rock types are mixed, the areas on the map where given a
dual classification. The boundaries between the basement rock types
are very irregular, therefore they were not differentiated on Plate
Number 1.
2) SANTIAGO EPL'Ic1T (Es): The Eocene sediments at the project site
are represented by the sandstones, siltstones, and claystones of
the Santiago Formation. The Santiago Formation at the site appears
to be characterized largely by the grayish white sandstones and
siltstones with lesser amounts of the dark greenish brown
claystone. A well-developed, clayey topsoil is present on most of
the Santiago Formation.
3) OLDER QUATERNARY (PLEISTOCENE) ALLUVIUM (Qoal): Older alluvial
deposits consisting of grayish brown to yellowish brown and
greenish brown, medium dense, silty sands, clayey sands, and sandy
silts were encountered at the southeastern portion of the project
site. These deposits range in thickness from only a few feet to in
excess of ten feet. Smaller, un-mapped areas may be encountered at
other scattered locations.
4) YCUR QUATERNARY (IflfJJCENE) ALLUVIUM (Qyal): Younger alluvial
deposits consisting of unconsolidated, loose to medium dense
deposits of clay, silt, sand, and gravel are present in the modern
drainage courses. These deposits range in thickness from less than
a foot to over ten feet. Due to their ubiquitous occurrence, the
younger alluvial deposits are not delineated on the geologic map
except in the larger channels.
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SCS&T 9021049 May 15, 1990
A relatively thin layer of loose topsoils and subsoils should be anticipated
overlying the entire site. These deposits consist of varying mixtures of
silts, sands and clays. It is estimated that these deposits do not exceed
3.5 feet in combined thickness.
Table I presents sone of the pertinent engineering characteristics of the
materials at the site.
HARPC2ERISPICS OF MAIN GOOLOGIC UNITS
J\mcunt of Slope
Unit Name Oversize Stability/ Expansive
and Symbol Rippability Material Erosion Compressibility Potential
Granitic Rocks- Generally Low to Good Nominal Nominal
Kgr Rippable to Moderate
(Granodiorite) ± 15 Feet
Granitic Rocks- Marginally Moderate to Good Nominal Nominal
Kgr (TInalite) Rippable to High
Nonrippable
Metavolcanic Marginally Moderate to Good Nominal Nominal
and Hypabyssal Rippable to High
Rocks -Jmv Nonrippable
Santiago Rippable Nominal Generally Low Moderate
Formation-Es Poor to High
(Mudstone)
Santiago Rippable Nominal Generally Low Low to
Formation-Es Good Moderate
(Sandstone and
Siltstone)
Older Rippable Nominal Moderately Moderate Low to
Alluvium-Qal Erodible to High High
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SCS&T 9021049 May 15, 1990 Page 7
TECTONIC SE']YPThC: A few small, apparently inactive faults have been mapped
previously within the vicinity of the site. No evidence of faulting was
noted in our exploratory trenches for the referenced reports but it is
possible that future grading operations at the site may reveal some of these
faults. Due to their status of activity and geometry, these small faults
should be only of minor consequence to the project.
It should also be noted that several prominent fractures and joints which
are probably related, at least in part, to the strong tectonic forces that
dominate the Southern California region are present within the vicinity of
the site. These features are usually near-vertical and strike in both a
general northwesterly direction (subparallel to the regional structural
trend) and in a general northeasterly direction (subperpendicular to the
regional structural trend). All cut slopes should be inspected by a
qualified geologist to assess the presence of adverse jointing conditions in
the final slopes.
In addition, it should be recognized that such of Southern California, is
ageracterized by major, active fault zones that could possibly affect the
subject site. The nearest of these is the Elsinore Fault Zone, located
approximately 20 miles to the northeast. It should also be noted that the
possible off-shore extension of the Rose Canyon Fault Zone is located
approximately eight miles west of the site. The Rose Canyon Fault Zone
comprises a series of northwest trending faults that could possibly be
classified as active based on recent geologic studies. It is anticipated
that the Rose Canyon Fault will be classified as active in the near future.
Recent seismic events along a small portion of the Rose Canyon Fault Zone
have generated earthquakes of 4.0 or less magnitude. Other active fault
zones in the region that could possibly affect the site include the Coronado
Banks and San Clemente Fault Zones to the west, the Agua Blanca and San
Miguel Fault Zones to the south, and the Elsinore and San Jacinto Fault
Zones to the northeast.
(OIQGIC HAZARDS: The site is located in an area which is relatively free of
potential geologic hazards. Hazards such as tsunamis, seiches, liquefaction,
and landsliding should be considered negligible or nonexistent.
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QXJNDSHPKfl: One of the most likely geologic hazards to affect the site
I is groundshaking as a result of movement along one of the major, active
fault zones mentioned above. The maximum bedrock accelerations that would
be attributed to a maximum probable earthquake occurring along the nearest I portion of selected fault zones that could affect the site are summarized in
the following Table II.
TABLE II
Maximum Probable Bedrock Design
Fault Zone Distance Earthquake Acceleration Acceleration I Rose Canyon 8 miles 6.5 magnitude 0.36 g 0.23 g
I Elsinore 20 miles
Coronado Banks 24 miles
7.3 magnitude
7.0
0.25 g 0.17 g
0.18 0.12 magnitude g g
San Jacinto 43 miles 7.8 magnitude 0.14 g 0.10 g
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1 Earthquakes on the Rose Canyon Fault Zone are expected to be relatively
minor. Major seismic events are likely to be the result of movement along
the Coronado Banks, San Jacinto, or Elsinore Fault Zones.
Experience has shown that structures that are constructed in accordance with I the Uniform Building Code are fairly resistant to seismic related hazards.
It is, therefore, our opinion that structural damage is unlikely if such
I buildings are designed and constructed in accordance with the minimum
standards of the most recent edition of the Uniform Building Code.
SEISMIC SURVEY AND RIPPABU,ITY CHARACTERISTICS
GENERAL: The results of our seismic survey and exploratory trenches
performed for the referenced reports indicate that blasting will be required
to obtain proposed cuts. In addition, isolated boulders are anticipated
within cut areas that may require special handling during grading
operations. A suImry of each seismic traverse is presented in Table III
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SCS&T 9021049 May 15, 1990 Page 9
I below, and Plates Number 18 through 20. Our interpretation is based on the
I rippability characteristics of granitic and ietavolcanic rock as described
in Pages 12 through 15.
I TABLE III
Seismic Traverse ND. S73-14
Proposed Cut: 48 Feet
Geologic Unit:
Netavolcanic
Interpretation: 0 1 -15' Nonrippable
Seismic Traverse ND. SW-10
Proposed Cut: 50 Feet I Geologic Unit: Netavolcanic
Interpretation: 0 1 - 3' Rippable
I 3'-17' Rippable with Hardrock Floaters
17'-30' Nonrippable
Seismic Traverse ND. SW-1OR
' Proposed Cut: 50 Feet
Geologic Unit: Metavolcanic
Interpretation: 0 1 - 3' Rippable
I 3 1 -17' Rippable with Hardrock Floaters
17 1 -30' Nonrippable
I Seismic Traverse ND. SW-11
I Proposed Cut: None
Geologic Unit: Metavolcanic
Interpretation: 0'- 6' Rippable I 6 1 -27' Nonrippable
I Seismic Traverse ND. SW-11R
Proposed Cut: None
1 Geologic Unit: Metavolcanic
Interpretation: 0 1 - 6' Rippable
6 1 -27' Nonrippable
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SCS&T 9021049 May 15, 1990 Page 10
Th131tE III (continued)
Seismic Traverse No. SW-12
Proposed Cut: 29 Feet I Geologic Unit: Metavolcanic
Interpretation: 0'- 6' Rippable
I 6 1 -21' Marginally Rippable with Hardrock Floaters
+ 21' Nonrippable
Seismic Traverse No. SW-12R
Proposed Cut: 29 Feet I Geologic Unit: Metavolcanic
Interpretation: 0'- 5' Rippable
1 5 1 - 26' Rippable with Hardrock Floaters
+ 26' Nonrippable
Seismic Traverse No. SW-fl
I Proposed Cut: 13 Feet
Geologic Unit: Metavolcanic
I Interpretation: 0 1 - 4'
4'-15'
Rippable
Rippable with Hardrock Floaters
+ 15' Nonrippable
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Seismic Traverse No. SW-14
I Proposed Cut: 38 Feet
Geologic Unit: Metavolcanic
Interpretation: 0 1 - 4' Rippable I 4 1 -21' Rippable with Hardrock Floaters
+ 21' Nonrippable
Seismic Traverse No. SW-14R
I Proposed Cut: 38 Feet
Geologic Unit: Metavolcanic
I Interpretation: 0 1 - 3' Rippable
3 1 -14' Rippable with Hardrock Floaters
14 1 -30 1 Marginally Rippable with Hardrock Floaters
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SCS&T 9021049 May 15, 1990
TAME III (continued)
Page 11
Seismic Traverse No. SK-15
Proposed Cut: Unknown
I Geologic Unit: Metavolcanic
Interpretation: 0'- 6' Rippable
I 6'-15' Rippable with Hardrock Floaters
+ 15' Nonrippable
Seismic Traverse No. SK-15R
Proposed Cut: Unknown I Geologic Unit: Metavolcanic
Interpretation: 0'-11' Rippable
I + 11' Nonrippable
I Seismic Traverse No. SZ1-16
Proposed Cut: None
I Geologic Unit: Granitic
Interpretation: 0'-16' Rippable
16'-27' Rippable with Hardrock Floaters I + 27' Nonrippable
I Seismic Traverse No. SZ1-16R
Proposed Cut: None
I Geologic Unit: Metavolcanic/Granitic
Interpretation: 0'-20' Rippable with Hardrock Floaters
+ 20' Nonrippable
Seismic Traverse No. SZ2-17
I Proposed Cut: Unknown
Geologic Unit: Metavolcanic/Granitic
I Interpretation: 0'- 5' Rippable
+ 5' Nonrippable
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SCS&T 9021049 May 15, 1990 Page 12
TAME III (continued)
Seismic Traverse No. SZ2-17R
Proposed Cut: Unknown
I Geologic Unit: Netavolcanic/Granitic
Interpretation: 0 1 -20' Rippable with Hardrock Floaters
I + 20' Nonrippable
I In general, our seismic survey indicated that areas underlain by granitic
rock present rippable material to depths ranging up to approximately 27
I feet, with nonrippable material below this depth. In areas underlain by
iretavolcanic and associated hypabyssal rock, nonrippable materials appear to
be encountered at depths of approximately 0 feet to 21 feet. In addition, a
I variable zone of marginally rippable rock usually exists between the
rippable and nonrippable rock.
The generation of fine material during blasting and mining operations is
I essential due to the characteristics of the on-site rock material.
Therefore, "pre-shooting" of nonrippable material before removing the
overlying soils and rippable rock is suggested. This procedure often helps
to generate more fine material and to facilitate the mixing of soil and rock
to be used as fill.
I RIPPABILITY CHARACTERISTIC OF GRANODICIRITIC R)CK
REPPN3LE CONDITION (0-4,500 FT./EC.): This velocity range indicates
I rippable materials which may consist of decomposed granitic rock
possessing random hardrock floaters. These materials will break down
into slightly silty, well graded sand, whereas the floaters will require
I disposal in an area of nonstructural fill. Some areas containing
numerous hardrock floaters may present utility trench problems. Further,
I large floaters exposed at or near finish grade may present additional
problems of removal and disposal.
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SCS&T 9021049 May 15, 1990 Page 13
Materials within the velocity range of from 3,500 to 4,000 fps are
rippable with difficulty by backhoes and other light trenching
equipment.
MARGINALLY RIPPABIE CONDITION (4,500 ]FT./SEC.-5,500 FT./SEC.): This
range is rippable with effort by a D-9 in only slightly weathered
granitics. This velocity range may also include nunrous floaters with
the possibility of extensive areas of fractured granitics. Excavations
may produce material that will partially break down into a coarse,
slightly silty to clean sand, but containing a high percentage of + 1/4"
material. Less fractured or weathered materials may be found in this
velocity range that would require blasting to facilitate removal.
Materials within this velocity range are beyond the capability of
backhoes and lighter trenching equipn -nt. Difficulty of excavation
would also be realized by gradalls and other heavy trenching equipment.
I'U4RIPPABLE (XZDITI(1 (5,500 FT ./SEC. & GREATER): This velocity range
includes nonrippable material consisting primarily of fractured
granitics at lower velocities with increasing hardness at higher
velocities. In its natural state, it is not desirable for building pad
subgrade. Blasting will produce oversize material requiring disposal in
areas of nonstructural fill.
This upper limit has been based on the Rippability Chart shown on Plates
Number 18 through 20 utilized for this report. However, as noted in the
Caterpillar Chart on Plates Number 21 through 23, this upper limit of
rippability may sonetines be increased to 7,000 to 8,000 fps material
using the D-9 mounted #9 Series D Ripper.
IlI w\'jj V iIWIII I
RIPPPiHLE (X1DITIC (0-4,500 FT ./SEC.): This velocity range indicates
rippable materials which may vary from decomposed netavolcanics at
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lower velocities to only slightly decomposed, fractured rock at the
higher velocities. Although rippable, materials may be produced by
excavation that will not be useable in structural fills due to a lack of
fines. Experience has shown that material within the range of 4,000 to
4,500 fps most often consists of severely to moderately fractured
angular rock with little or no fines and sizeable quantities of + 1/4"
material.
For velocities between 3,500 to 4,500 fps, rippability will be difficult
for backhoes and light trenching equipment.
NINATLY RIPPAH[I XDITK4 (4,500-5,500 FP ./SEC.): Excavations in
this velocity range would be extremely time consuming and would produce
fractured rock with little or no fines. The higher velocities could
require blasting. Trenching equipment would not function.
NCNRIPPAEM CC!1DITI( (5,500 FP./SEC. & GREATER): This velocity range
may include moderately to slightly fractured rock which would require
blasting for removal. Material produced would consist of a high
percentage of oversize and angular rock.
Rippability of iretavolcanics may be accomplished for higher velocities
using the Caterpillar D-9 with the #9 D Series Ripper. Due to the
fractured nature of some rretavolcanics, ripping might be accomplished in
as high as 8,000 fps material.
The results of the seismic survey for this investigation reflect rippability
conditions only for the areas of the traverses. However, the conditions of
the various soil-rock units appear to be similar for the remainder of the
site and may be assumed to possess similar characteristics.
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SCS&T 9021049 May 15, 1990 Page 15
Our reporting is presently limited in that refraction seismic surveys do not
allow for prediction of a percentage of expectable oversize or hardrock
floaters. Subsurface variations in the degree of weathered rock to
fractured rock are not accurately predictable.
The seismic refraction method requires that materials becone increasingly
dense with depth. In areas where denser, higher velocity materials are
underlain by lower velocity materials, the lower velocity materials would
not be indicated by our survey.
All of the velocities used as upper limits for rippability are subject to
fluctuation depending upon such local variations in rock conditions as:
a) Fractures, Faults and Planes of Weakness of Any Kind
b) Weathering and Degree of Decomposition
c) Brittleness and Crystalline Nature
d) Grain Size
Further, the range of rippability using Caterpillar equipment may be
increased using different equipment. However, it should be noted that
ripping of higher velocity materials may becone totally dependent on the
time available and the economics of the project. Ripping of higher velocity
materials can be achieved but it may becone economically infeasible.
GROUNDWMER: No groundwater was encountered during our subsurface
explorations for the referenced reports. Even though no major groundwater
problems are anticipated either during or after construction of the proposed
development, seasonal groundwater from precipitation runoff may be
encountered within the larger drainage swales during grading for the
developnent. It is suggested that canyon subdrains be installed within
drainage swales which are to receive fill. It should be realized that
groundwater problems may occur after developnent of a site even where none
were present before development. These are usually minor phenomena and are
often the result of an alteration of the permeability characteristics of the
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SCS&T 9021049 May 15, 1990 Page 16
soil, an alteration in drainage patterns and an increase in irrigation
water. Based on the permeability characteristics of the soil and the
anticipated usage of the development, it is our opinion that any seepage
problems which may occur will be minor in extent. It is further our opinion
that these problems can be most effectively corrected on an individual basis
if and when they develop.
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GENERAL
In general, no geotechnical conditions were encountered which would preclude
the development of the site as tentatively planned, provided the
recommendations presented herein are follod.
The main geotechnical condition that will affect the proposed site
development include hard granitic, rretavolcanic, and hypabyssal rock, which
will require heavy ripping and blasting in order to make the proposed
excavations. It is anticipated that the material generated from the cuts of
the granitic, metavolcanic and hypabyssal rock will contain relatively low
amounts of fine soils and large amounts of oversized material. Since rock
fills require a percentage of fine soil, mining of the site, inprting of
fine materials or exporting excess rock may be necessary. Existing loose
surficial deposits such as topsoils, subsoils, younger alluvium, and any
weathered formational materials encountered are considered unsuitable for
the support of settlement sensitive improvements, and will require removal
and/or replacement as conpacted fill. Expansive soils were also present
within the subject area. Where possible, select grading is recomrrended to
keep nondetrinentally expansive soils within four feet from finish pad
grade. In areas where this is not feasible, special foundation consideration
will be necessary. However, it is anticipated that only minor amounts of
expansive soils will be encountered.
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SCS&T 9021049 May 15, 1990 Page 17
I
GRADING
SITE RATION: Site preparation should begin with the removal of any
existing vegetation and deleterious matter from proposed iniprovenent areas.
Removal of trees should include their root system. Any existing loose
surficial deposits such as topsoils, subsoils, younger alluvium and any
weathered formational materials, in areas to be graded should be removed to
firm natural ground. The extent of the topsoils and subsoils will be
approximately one to three and one half feet. Firm natural ground is defined
as soil having an in-place density of at least 90 percent. Soils exposed in
the bottom of excavations should be scarified to a depth of 12 inches,
moisture conditioned and recompacted to at least 90 percent as determined in
accordance with ASTh D 1557-78, Method A or C. The minimum horizontal limits
of removal should include at least five feet beyond the perimeter of the
structures, and all areas to receive fill and/or settlement-sensitive
improvements.
SELECT GRADING: Expansive soils should not be allowed within four feet from
finish pad grade. In addition, expansive soils should not be placed within a
distance from the face of fill slopes equal to ten feet or half the slope
height, whichever is more. Select material should consist of granular soil
with an expansion index of less than 50. It is recomrrended that select soils
have relatively low permeability characteristics. In areas undercut for
select grading purposes, the bottom of the excavation should be sloped at a
minimum of three percent away from the center of the structure. Minimum
lateral extent of select grading should be five feet away from the perimeter
of settlerrent-sensitive improvements.
CUT/FILL 1AITIC!: It is anticipated that a transition line between cut
and fill soils may run through some of the proposed building pads. Due to
the different settlement characteristics of cut and fill soils, construction
of a structure partially on cut and partially on fill is not recommended.
Based on this, we recoimend that the cut portion of the building pads be
undercut to a depth of at least three feet below finish grade, and the
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SCS&T 9021049 May 15, 1990 Page 18
materials so excavated replaced as uniformly compacted fill. The minimum
I horizontal limits of these recommendations should extend at least five feet
outside of the proposed improvements.
IMPORTED FILL: All fill soil imported to the site should be granular and
should have an expansion index of less that 50. Further, import fill should
be free of rock and lumps of soil larger than six inches in diameter and
should be at least 40 percent finer than 1/4-inch. Any soil to be imported
I should be approved by a representative of this office prior to importing.
I RIPP1SBILITY: It is anticipated that the proposed cuts will require heavy
ripping and blasting. Plates Number 18 through 20 contain the results of our
seismic traverses. The results are summarized within this report. This I condition will be further evaluated during the preparation of the
geotechnical investigation report. additional seismic traverses will be
I performed in areas where deep cuts are proposed.
I OVERSIZED ROCK: Oversized rock is defined as material exceeding six inches
in maximum dimension. It is anticipated that oversized material will be
I generated from proposed cuts. Oversized material may be placed in structural
fills as described in Plate Number 13.
I SLOPE C X.'I'ICi: The face of all fill slopes should be compacted by
backrolling with a sheeps foot compactor at vertical intervals no greater
I than four feet and should be track walked when completed. Select grading
should be performed to limit expansive soils within ten feet from face of
I fill slope or one half the slope height, whichever is greater.
Recommendations contained within this report reflect a select grading
condition. All cut slopes should be observed by our engineering geologist to I verify stable geologic conditions. Should any unstable conditions be found,
mitigating measures could be required.
I
SURFACE DRAINAGE: It is recommended that all surface drainage be directed
1 away from the structures and the top of slopes. Ponding of water should not
be allowed adjacent to the foundations.
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SCS&T 9021049 May 15, 1990 Page 19
SUBDRI½INS: A subdrain should be installed in canyon areas to receive fill in
excess of ten feet. A subdrain detail is provided in Plate Number 14.
EARfl1)RK: All earthrk and grading contemplated for site preparation
should be accomplished in accordance with the attached Recorrnended Grading
Specifications and Special Provisions. All special site preparation
recommendations presented in the sections above will supersede those in the
Standard Recommended Grading Specifications. All embankments, structural
fill and fill should be compacted to at least 90% relative compaction at or
slightly over optimum moisture content. Utility trench backfill within five
feet of the proposed structures and beneath asphalt pavements should be
compacted to minimum of 90% of its maximum dry density. The upper twelve
inches of subgrade beneath paved areas should be compacted to 95% of its
maximum dry density. This compaction should be obtained by the paving
contractor just prior to placing the aggregate base material and should not
be part of the mass grading requirements. The maximum dry density of each
soil type should be determined in accordance with ASTM Test Method
D155778, Method A or C.
Proposed cut and fill slopes should be constructed at a 2:1 (horizontal to
vertical) or flatter inclination. It is estimated that cut and fill slopes
will extend to a maximum height of about 35 feet. It is our opinion that
said slopes will possess an adequate factor of safety with respect to deep
seated rotational failure and surficial failure (see Plate Number 15). The
engineering geologist should observe all cut slopes during grading to
ascertain that no adverse conditions are encountered.
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GENERAL: If the lots are capped with nondetrirrentally expansive soils,
conventional shallow foundations may be utilized for the support of the
proposed structures. The footings should have a minimum depth of 12 inches
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SCS&T 9021049 May 15, 1990 Page 20
and 18 inches below lowest adjacent finish pad grade for one-and-to-story
I construction, respectively. A minimum width of 12 inches and 18 inches is
recommended for continuous and isolated footings, respectively. A bearing
capacity of 2000 psf may be assumed for said footings. This bearing I capacity may be increased by one-third when considering wind and/or seismic
forces. Footings located adjacent to or within slopes should be extended to
a depth such that a minimum distance of six feet and seven feet exist
between the footing and the face of cut slopes or fill slopes, respectively.
I
Retaining walls in similar conditions should be individually reviewed by
this office. If it is found to be unfeasible to cap the lots with
I nondetrimantally expansive soils as recommended, special foundation and slab
design will be necessary. This generally consists of deepened and more
heavily reinforced footings, thicker, more heavily reinforced slabs.
I Recommendations for expansive soil conditions will be provided after site
grading when the expansion index and depth of the prevailing foundation
I soils are known.
I REINR)IEMENT: Both exterior and interior continuous footings should be
reinforced with at least one No. 4 bar positioned near the bottom of the
I footing and one No. 4 bar positioned near the top of the footing. This
reinforcement is based on soil characteristics and is not intended to be in
lieu of reinforcement necessary to satisfy structural considerations. If
I expansive soils exist within four feet of finish grade, additional
reinforcing will be necessary.
INTERIOR CONCRETE ON-GRADE SLABS: If the pads are capped with
nondetrirrentally expansive soils, concrete on-grade slabs should have a
thickness of four inches and be reinforced with at least No. 3 reinforcing
bars placed at 36 inches on center each way. Slab reinforcement should be
placed near the middle of the slab. M an alternative, the slab reinforcing
may consist of 6"x6"-W1.4xWl.4 (6x6_10/10) welded wire mesh. However, it
should be realized that it is difficult to maintain the proper position of
wire mesh during placement of the concrete. A four-inch-thick layer of
clean, coarse sand or crushed rock should be placed under the slab. This
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layer should consist of material having 100 percent passing the
I
one-half-inch screen; no more than ten percent passing sieve #100 and no
more than five percent passing sieve #200. Where moisture-sensitive floor
I coverings are planned, the sand or rock should be overlain by a visqueen
moisture barrier and a to-inch-thick layer of sand or silty sand should be
provided above the visqueen to allow proper concrete curing.
EXTERIOR SIA-C1-GRADE. For nonexpansive soil conditions, exterior slabs
I should have a minimum thickness of four inches. Walks or slabs five feet in
width should be reinforced with 6 "x6 t.fl . 4xWl .4 (6"x6"-10/10) welded wire
I nsh and provided with weakened plane joints. Any slabs between five and ten
feet should be provided with longitudinal weakened plane joints at the
center lines. Slabs exceeding ten feet in width should be provided with a I weakened plane joint located three feet inside the exterior perirreter as
indicated on attached Plate Number 16. Both traverse and longitudinal
I weakened plane joints should be constructed as detailed in Plate Number 16.
Exterior slabs adjacent to doors and garage openings should be connected to
I
the footings by dowels consisting of No. 3 reinforcing bars placed at
24-inch intervals extending 18 inches into the footing and the slab.
SPECIAL LOTS: Special lots are defined as lots underlain by fill with
differential thickness. in excess of ten feet. The following increased
foundation reconindations should be utilized for said lots. Footings
should be reinforced with to No. 4 bars positioned near the bottom of the
I footing and two No. 4 bars positioned near the top of the footing. Concrete
on grade slabs should be reinforced with at least No. 3 reinforcing bars
I
placed at 18 inches on center each way. Lots with fill differentials in
excess of thirty feet should be evaluated on an individual basis.
I EXPANSIVE CHARACTERISTICS: Metavolcanic rock generally weathers to a clayey
subsoil, and its presence within four feet of finish pad grade will require
I special site preparation and/or foundation consideration.
I SDkMENT CHARCIE1ttSTICS: The anticipated total and/or differential
settlerrents for the proposed structures may be considered to be within
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SCS&T 9021049 May 15, 1990 Page 22
tolerable limits provided the recommendations presented in this report are
I followed. It should be recognized that minor hairline cracks on concrete due
to shrinkage of construction materials or redistribution of stresses are
normal and may be anticipated.
I
PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions
may be considered to be 450 pounds per square foot per foot of depth up to a
maximum of 2000 psf. This pressure may be increased one-third for seismic
loading.The coefficient of friction for concrete to soil may be assumed to
be 0.35 for the resistance to lateral movement. when combining frictional
and passive resistance, the former should be reduced by one-third. The upper
12 inches of exterior retaining wall footings should not be included in
passive pressure calculations when landscaping abuts the bottom of the wall.
I
.O2IVE PRESSURE: The active soil pressure for the design of unrestrained
I earth retaining structures with level backf ills may be assumed to be
equivalent to the pressure of a fluid waighing 35 pounds per cubic foot. For
2:1(horizontal to vertical) sloping backf ills, 14 pcf should be added to
the preceding values. These pressures do not consider any surcharge. If any
are anticipated, this office should be contacted for the necessary increase
in soil pressure. This value assumes a drained backfill condition.
Waterproofing details should be provided by the project architect. A
I subdrain detail is provided on the attached Plate Number 17.
I B&:KFIIL: All backfill soils should be compacted to at least 90% relative
compaction. Expansive or clayey soils should not be used for backfill
I material. The wall should not be backfilled until the masonry has reached
an adequate strength.
I FACTOR OF SAFETY: The above values, with the exception of the allowable
soil bearing pressure, do not include a factor of safety. Appropriate
I factors of safety should be incorporated into the design to prevent the
walls from overturning and sliding.
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I
LIffTATICS
REVIEW, (ERVATIC ND TESTENG
The recoirnendations presented in this report are contingent upon our review
of final plans and specifications. Such plans and specifications should be
I made available to the geotechnical engineer and engineering geologist so
that they may review and verify their compliance with this report and with
I Chapter 70 of the Uniform Building Code.
It
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is reconiTended that Southern California Soil & Testing, Inc. be retained
to provide continuous soil engineering services during the earthwork
I operations. This is to verify compliance with the design concepts,
specifications or recommendations and to allow design changes in the event
that subsurface conditions differ from those anticipated prior to start of
1 construction.
The recormendations and opinions expressed in this report reflect our best I estimate of the project requirements based on an evaluation of the
subsurface soil conditions encountered at the subsurface exploration
I locations and on the assumption that the soil conditions do not deviate
appreciably from those encountered. It should be recognized that the
I performance of the foundations and/or cut and fill slopes may be influenced
by undisclosed or unforeseen variations in the soil conditions that may
' occur in the intermediate and unexplored areas. Any unusual conditions not
covered in this report that may be encountered during site developrrent
I should be brought to the attention of the geotechnical engineer so that he
may make modifications if necessary.
IE*S - I
I This office should be advised of any changes in the project scope or
proposed site grading so that we may determine if the recommendations
I contained herein are appropriate. This should be verified in writing or
modified by a written addendum.
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SCS&T 9021049 May 15, 1990 Page 24
TIME LIMITATIONS
The findings of this report are valid as of this date. Changes in the
I condition of a property can, however, occur with the passage of time,
whether they be due to natural processes or the work of man on this or
adjacent properties. In addition, changes in the Standards-of-Practice
I and/or Goverment Codes may occur. Due to such changes, the findings of
this report may be invalidated wholly or in part by changes beyond our
1 control. Therefore, this report should not be relied upon after a period of
two years without a review by us verifying the suitability of the
conclusions and reconirendations.
I PIoFEssIcThr3 STANDARD
In the performance of our professional services, we comply with that level
of care and skill ordinarily exercised by members of our profession
currently practicing under similar conditions and in the sane locality. The
I client recognizes that subsurface conditions may vary from those encountered
at the locations where our trenches, surveys, and explorations are made, and
I that our data, interpretations, and reconirendations are based solely on the
information obtained by us. We will be responsible for those data,
interpretations, and recomnndations, but shall not be responsible for the
I interpretations by others of the information developed. Our services
consist of professional consultation and observation only, and no warranty
of any kind whatsoever, express or implied, is made or intended in
connection with the work performed or to be performed by us, or by our
I
proposal for consulting or other services, or by our furnishing of oral or
written reports or findings.
1 01 11"M
I It is the responsibility of Lyon Communities Incorporated, or their
representatives to ensure that the information and recointendations contained
I herein are brought to the attention of the structural engineer and architect
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SCS&T 9021049 May 15, 1990 Page 25
for the project and incorporated into the project's plans and
I specifications. It is further their responsibility to take the necessary
measures to insure that the contractor and his subcontractors carry out such
recommendations during construction.
FIElD EXPLORATIONS I
Three subsurface trench explorations were made at the locations indicated on
the attached Plate Number 1 on December 21, 1982, and three on July 7, 1983,
adjacent to or within the subject site (see Plates Number 3 through 6). In
I addition, Plates Number 7 through 9 from the referenced reports contain
additional trench excavations made in December 15, 1982, of similar soils
within the subject subdivision. These explorations consisted of trenches dug
by the means of a backhoe. One seismic traverse was performed on April 14,
1973 and eight were performed on January 11, 1983. The field work was
I conducted under the observation of our engineering geology personnel. The
results are shown on Plates Number 18 through 20.
The soils are described in accordance with the Unified Soils Classification
' System as illustrated on the attached simplified chart on Plate 2. In
addition, a verbal textural description, the wet color, the apparent
moisture and the density or consistency are provided. The density of I granular soils is given as either very loose, loose, medium dense, dense or
very dense. The consistency of silts or clays is given as either very soft,
I soft, medium stiff, stiff, very stiff, or hard.
U
' Laboratory tests were performed in accordance with the generally accepted
American Society for Testing and Materials (ASTh) test methods or suggested
procedures. A brief description of the tests performed is presented below:
I
a)CLASSIFICATION: Field classifications were verified in the
I laboratory by visual examination. The final soil classifications
are in accordance with the Unified Soil Classification System.
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I b) 14)IS'IURE-DENSITY: In-place moisture contents and dry densities
I were determined for representative soil samples. This information
was an aid to classification and permitted recognition of
variations in material consistency with depth. The dry unit I ight is determined in pounds per cubic foot, and the in-place
moisture content is determined as a percentage of the soil's dry
I 'weight. The results are summarized in the trench logs.
I C) QTh.IN SIZE DIS'fltIJ3tJrIC!I: The grain size distribution was
determined for representative samples of the native soils in
' accordance with ASTN D422. The results of these tests are
presented on Plate Number 10.
I d) CP.PCIC TEST: The maximum dry density and optimum moisture
content of typical soils ware determined in the laboratory in
I accordance with ISTM Standard Test D-1557-78, Method A. The
results of these tests are presented on the attached Plate Number
1 11.
I e) EXPANSION : The expansive potential of clayey soils was
determined in accordance with the following test procedure and
the results of these tests appear on Plate Number 11.
Allow the trimmed, undisturbed or remolded sample
I to air dry to a constant moisture content, at a
temperature of 100 degrees F. Place the dried
I sample in the consoildoneter and allow to compress
under a load of 150 psf. Allow moisture to contact
I the sample and measure its expansion from an air
dried to saturated condition.
I f) DIRECT SHEAR TESTS: Direct shear tests vQere performed to
determine the failure envelope based on yield shear strength.
The shear box was designed to accommodate a sample having a
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diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch.
I Samples here tested at different vertical loads and a saturated
moisture content. The shear stress was applied at a constant
I rate of strain of approximately 0.05 inches per minute. The
average shear strength values for granitic and rretavolcanic rock
are presented on attached Plate Number 12.
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CK - Undisturbed chunk sample
BG - Bulk sample
SP - Standard penetration sample
- Water level at time of excavation
or as indicated
US - Undisturbed, driven ring sample
or tube sample
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CALAVERA HEIGHTS-VILLAGE W-X-Y
BY: KAR/EM DATE: 5-03-90
JOB NUMBER: 9021049 Plate No. 2 <*SOUTHERN CALIFORNIA
> SOIL & TESTING, INC.
SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES
I. COARSE GRAINED, more than half
of material is larger than
No. 200 sieve size.
GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-
More than half of sand mixtures, little or no
coarse fraction is fines.
larger than No. 4 GP Poorly graded gravels, gravel
sieve size but sand mixtures, little or no
smaller than 3". fines.
GRAVELS WITH FINES GM Silty gravels, poorly graded
(Appreciable amount gravel-sand-silt mixtures.
of fines) GC Clayey gravels, poorly
graded gravel-sand, clay
mixtures.
SANDS CLEAN SANDS SW Well graded sand, gravelly
More than half of sands, little or no fines.
coarse fraction is SP Poorly graded sands, gravelly
smaller than No. 4 sands, little or no fines. sieve size.
SANDS WITH FINES SM Silty sands, poorly graded
(Appreciable amount sand and silty mixtures.
of fines) SC Clayey sands, poorly graded
sand and clay mixtures.
II. FINE GRAINED, more than
half of material is smaller
than No. 200 sieve size.
SILTS AND CLAYS ML Inorganic silts and very
fine sands, rock flour, sandy
silt or clayey-silt-sand
mixtures with slight plas-
ticity.
Liquid Limit CL Inorganic clays of low to
less than 50 medium plasticity, gravelly
clays, sandy clays, silty
clays, lean clays.
OL Organic silts and organic
silty clays or low plasticity.
SILTS AND CLAYS Nil Inorganic silts, micaceous
or diatomaceous fine sandy
or silty soils, elastic
silts.
Liquid Limit CH Inorganic clays of high
greater than 50 plasticity, fat clays.
OH Organic clays of medium
to high plasticity.
HIGHLY ORGANIC SOILS PT Peat and other highly
organic soils.
Li
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TRENCH NO. TT-50
- SM Gray-brown, Moist, Dense to Very Dense,
I : I
Silty Sand (Decomposed Granite)
Trench Ended at 4 Feet
f SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
URRo RIVRRDALR RTREUT
RAN DIEGO, CALIFORNIA RRIRO
CALAVERA HEIGHTS-VILLAGE W.-X-Y
CRB I 12-21-82
JOB NO. I
9021049 Plate No. 3
1
2
3
4
RENC1I ::o. X-52
: si/
SL
Brown & Red-brown,iedium Dense,
Clavev Silty Sand (Toosoil)
• •f V
SH/ Yellow-brown, Red-brown, Cray-brown, I .. SC Moist, Medium Dense, Clayev Silty Sand,
Porous (Older Alluvium)
/ / SC! Sandy Clay/Clayey Sand
/cL t/-
/ • /
Trench Ended at 10 Feet
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1
4
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9
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113.2 8.0
I I
107.8 15.5
. SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
8101110 PIVURDALE UTRURT
BAN DRD, CALIFORNIA eaiao
CALAVERA HEIGHTS-VILLAGE W-X-Y
BY bDATE
CRB I 12-21-82
JOB NO. 9021049 Plate o. 4
ii
'1 ENCH No.
- Class Descrintion
• . SM! Red-brown, cist, edium Dense, Clavev
- . . SC Silty Sand (Topsoil)
I SN Yellow and Gray-brown, oist, Dense to
-
• • Very Dense, Silty Sand (Decomposed Granite)
I3-______
Trench Ended at 3 Feet
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____
SOIL CALAVERA HEIGHTS-VILLAGE W-X-Y
I SAN OSSO CALIFORNIA 52120
BY DATE CRB 12-21-82
JOB NO. 9021049 Plate No. 5
I-.-
ZZ
> > I- - - z
UJo
IUJCI) cr
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LU- I-
>-
<
CI)
uJ
- 2=
OO
>- 0 z
0 =0 0 0 0
MEDIUM
DENSE
VERY
DENSE
STIFF
VERY
DENSE
STIFF
1
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Ui 0 TRENCH NUMBER TX-77 i- - • - 2=
UJ
ELEVATION < U) I-
LLI U)
- ______________-
0.. -
0 DESCRIPTION
- GM BROWN SANDY GRAVEL (TOPSOIL) HUMID!
MOIST
GM GRAY BROWN SANDY GRAVEL HUMID
(METAVOLCANIC ROCK)
2 _
REFUSAL AT 2.5'
TX-78
0--
- CL BROWN SILTY CLAY (TOPSOIL) MOIST
2 -
GM GRAY BROWN SANDY GRAVEL HUMID
- (METAVOLCANIC ROCK)
3 - -
REFUSAL AT 3'
TRENCH NUMBER X-79
CL IBROWN SILTY CLAY (TOPSOIL) IMOIST
GM
]
GRAY BROWN SANDY GRAVEL
(METAVOLCANIC ROCK)
HUMID
REFUSAL AT 3'
0
1
2
3
VERY
DENSE
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING
DATE LOGGED:
INCI
LOGGED BY: CRB 7-18-83
JOB NUMBER: 9021049 1 Plate No. 6
I-
Z CC
1- Z
> >• -
-
- z
ujo
LU
I.-
LU uj
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MOIST TO MEDIUM
WET DENSE
TRENCH NUMBER TO-1,
U- ELEVATION
(I,
-J
° DESCRIPTION
M/S RED BROWN, CLAYEY SILTY I SAND (TOPSOIL)
C/CL RED, BROWN, GRAY, SANDY IWET MEDIUM
CLAY (WEATHERED DECOMPOSED STIFF
GRANITE)
SM YELLOW BROWN, SILTY GRAVELY MOIST DENSE TO
SAND (DECOMPOSED GRANITE) VERY DENSE
REFUSAL AT 3 '
TRENCH NUMBER TQ-2
M/SL BROWN CLAYEY SILTY SAND MOIST MEDIUM
I(TOPSOIL) DENSE
ML GREEN BROWN, SANDY SILT MOIST STIFF
I
Lu a.
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I.- C)
CL
Lu
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16:
17:
1 8
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YELLOW, RED, BROWN, SILTY MOIST MEDIUM
SAND (WEATHERED DECOMPOSED DENSE
GRANITE)
121.9 I 12.1
RY DENSE
TRENCH ENDED AT 8'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: CRB
DATE LOGGED: 12-15-82
JOB NUMBER: 9021049 Plate No. 7
M YELLOW BROWN, SILTY SAND MOIST MEDIUM
(DECOMPOSED GRANITE) DENSE TO
DENSE
>- z
UJQ (I) > - z I- - z
LU < 0. _1 Q• >-
0 0 0
LU
z 01
-iTRENCH NUMBER TC-6 I
>.
LU
z
LU (I)Lu
3 i. ELEVATION -
< - z CI) j
auj
0. 0.0 a..
LO
DESCRIPTION
0 -
BAqSM/S( RED BROWN, CLAYEY SILTY MOIST MEDIUM
SAND (TOPSOIL) DENSE CK
SM YELLOW BROWN, SILTY SAND MOIST DENSE TO
- (DECOMPOSED GRANITE) VERY DENSE 3-
CK
4-
5-
6
CK
8t
TRENCH ENDED AT 8'
-
TRENCH NUMBER TQ-7
SM RED BROWN, SILTY SAND OIST MEDIUM
-
(TOPSOIL) DENSE
CK
- SM DARK GRAY, GRAVELY SILTY MOIST DENSE TO
2- SAND (DECOMPOSED GRANITE) I VERY DENSE
TRENCH ENDED AT 2'
118.2 I 10.8
<4>SOIL CALIFORNIA
SOIL & TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: f CRB
DATE LOGGED: 12-15-82
JOB NUMBER: 9021049 I Plate No. 8
.3- - - -
a.
Lu O
0--
2-
3
I BA
41.
5--
- TRENCH NUMBER TC-6
ELEVATION
01 1
0 1 DESCRIPTION
SM/ RED BROWN, CLAYEY SILTY
SC SAND (TOPSOIL)
GM GRAY, SANDY GRAVEL
(METAVOLCANIC ROCK)
>-
z = Z z
LU Lu (I)
-
<U)
CL —
2 < Lu
U)
LUcz
a.O
0
>- cc
0
MOIST MEDIUM
DENSE
MOIST DENSE TO
VERY DENSE
u cc = -
I- LU
0 z
0
z ujo
_4 Q.
0
TRENCH ENDED AT 5'
rKi
TRENCH NUMBER TQ-9
O
RED BROWN, CLAYEY SILTY MOIST MEDIUM
SAND (TOPSOIL) DENSE
GRAY BROWN, SANDY CLAY MOIST STIFF
2(WEATHERED DECOMPOSED
GRANITE)
3YELLOW BROWN, SILTY SAND MOIST DENSE TO 128 1 10 1 (DECOMPOSED GRANITE) VERY DENSE
I'll
TRENCH ENDED AT 6'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: CR8
DATE LOGGED: 12-15-82
oe NUMBER: 9021049 Plate No. 9
C)
z
C')
N rn
0
CI)
—I
03
C —1
0 z
LO
CD
kn
I I
CD
I-. o i
00
• I-.
- - - - - - - - - <*> I
Ill
0 0 r I
to IN xi
U
C)
I-
m
Ph
-I
.cz
'-I
I-
I-
Ph
-<
7C
61 60
lz 50
q 40
13
I.. 30 01
20
IC
0
IC
LS Standard Sieves
36" IS" 2" I" Y2" !/4**JQ *20 040 1960
IOC
90
80
— — — TQ-2 @ 3'
- TQ-2 @ 4'-5'
TQ-8 @ 4'5'
uh121 P
111+1------- - --- --HI1 - -
llLIIi II i
rii11II 98 5 4 3 2 8 4 3 2 9876 5 4 976 5 4 3 2 8876 5 4 2 00 100 10 I I
BOULDER COBBLES
I I
I I I I GRAVEL I SAND SILT OR CLAY
Coons Fine Coors. Mdlum Fins
sin.
PARTICLE SIZE
3/41n. N0.4 No.10 No.40 No. 200
U. S. STANDARD SIEVE SIZE
Grain Size (m in)
I
LIMITS
Hydrometer
(Mimi/es)
30 180 1440 (Soo) • 100
90
---- 80
-- 70
160 (2Oav)
------- QI
13 '3 30j'
20 t
0
_••ji_• --- 3 2 0 001
I
I MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT
ASTM D1557-78 METHOD A
I SAMPLE DESCPIFTON tDensity
[Maximum
(pci)
optimum
Moisture
Cont (1.)
• TQ-1 @ 2-3' Yellow Brown, Silty Gravelly Sand 114.8 13.8
TQ-2 @ 2-3' Green Brown, Sandy Silty Clay 114.0 15.0
TQ-2 @ 4 1 -5' Yellow/Reddish Brown, Silty Sand 112.6 14.8
TQ-8 @ 3'-4' Grey, Silty Sandy Gravel 128.4 11.7
I
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EXPANSION TEST RESULTS
SAMPLE ITQ-'(-' L 2 1 -3' TQ-2 @ 3-4'
I CONDITION Remolded Remolded
INITIAL M.C.(°/0) 16.1 14.8
INITIAL DENSITY (PCFj 101.3 101.8
FINAL M.C. (sf.) 30.5 26.0
STRESS(PSF) 150 150 I NORMAL
EXPANSION % 15.0
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SOUTHERN CALIFORNIA
>SOIL & TESTING,INC.
CALAVERA HEIGHTS-VILLAGE W-X-Y
BY: KAR DATE: 11084
JOB NUMBER: 9021049 ( Plate No. 11
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4
U.
Cl)
1;
Cl) 3
UI
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Cl)
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4 2
UI
Cl)
DIRECT SHEAR SUMMARY
I
Ire 1 2 3 4 5
2M L 21.
NORMAL STRESS, KSF
ANGLE OF INTERNAL COHESION INTERCEPT
SAMPLE DESCRIPTION FRICTION () (Pei)
TQ-8@3 1 -4 Remolded to 90% 38 200
<*SOUTHERN CALIFORNIA
> SOIL & TESTING,INC.
CALAVERA HEIGHTS-VILLAGE W-X-Y
KAR DATE 5-01-90
•ER: 9021049 Plate No. 12
— — — — — — — — —
TL (no
2G
RD M I
M
0
Zr
C)— .. .TI
—o
OV ERSI ZE_RQCKQLJAL__
Structurul Soil Roth Fill)
PIL
C—W o •c
z
C
In
rn
N)
I—.. CD 'ii
rD 17-
—I 0 Cl)
Q)
CD
Oim
CD
(A) i >< '.0 I
C) —<
- mm ::z0NE A
ZONE C
is min
0
0
•
0 15
15
12
MI
ZONE D min.
.61. ...........
MOTES [(GINO
I- Compacted $oil fill shall comtatn at least 40 percent ZONE A: Compacted toll fill. No rock fragments over 6 inches in greatest
$oil sizes p1ssIst 3/4-Inch si.,.1 (by weight), and dia.nsIon.
be compacted Is accordance with specifications for ZONE 5: Rocks 2 to 4 feet in maximum dimension placed In structural till. compacted toll fill conforming to ZONE A.
2. Rocks over I test Is MaIm dimension not permitted ZONE C: Rocks I. Inches to 2 feet in maximum dimension uniformly dlttribu- In fill. ted and well Spiced in compacted soil fill conforming to ZONE A
ZONE 0: Required for all cutting slopes 6:1 and steeper. 90% minimum
compaction. ZONE A. B. or C material may be used for ZONE D.
FILTER MATERIAL SHALL BE CLASS 2
PERMEABLE MATERIAL PER STATE OF
CALIFORNIA STANDARD
SPECIFICATIONS, AND APPROVED
ALTERNATE. CLASS 2 FILTER MATERIAL
SHOULD COMPLY WITH THE
FOLLOWING LIMITS
SIEVE SIZE
1
3/4
3/8
No. 4
No. 8
No. 30
No. 50
No. 200
% PASSING
100
90-100
40-100
25-40
15-33
5-15
0-7
0-3
CANYON SUBDRAIN DETAIL
NATURAL,,
' GROUND
COMPACTED FILL
BENCHING/
REMOVE
UNSUITABLE
MATERIAL
SUBDRAIN TRENCH:
SEE DETAIL A & B
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DETAIL A
FILTER MATERIAL
S CUBIC FEET/FOOT
COVER
4 BEDDING
DETAIL PERFORATED ZDEITAIL
PIPE 40 A-i A-2 MINIMUM
PERFORATED PIPE SURROUNDED
WITH FILTER MATERIAL
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DETAIL B I DETAIL OF CANYON SUBDRAIN TERMINAL
6' MIN OVERLAP
DESIGN FINISH
GRADE
FILL
FILTER
FABRIC 0.00
U 0 0 0 I 0 o • (MIRAFI 140
OR
EQUIVALENT)
-:
APPROVED
DETAIL 11/2'MAX GRAVEL TAIL NON
20' MI N —ø'-4 5'
MIN PERFORATED
4MIN PIPE
PERFORATED PROVED EQUIVALENT B-2 4" MIN 8 CUBIC FEET/FOOT
1 1/2 GRAVEL WRAPPED IN FILTER FABRIC I
SUBDRAIN INSTALLATION:SUBDRAIN PIPE SHALL BE INSTALLED WITH
PERFORATIONS DOWN
SUBDRAIN PIPESUBDRAIN PIPE SHALL BE PVC OR ABS, TYPE SDR 35 FOR FILLS
UP TO 35 FEET DEEP, OR, TYPE SDR 21 FOR FILLS UP TO 100 FEET DEEP
Li SOUTHERN CALIFORNIA
SOIL & TESTING,INC.
CALAVERA HEIGHTS-VILLAGE W-X-Y
KAR 1 DATE: 5-0390
9021049 Plate No. 14
I
m
TRANSVERSE 3/ 3' WEAKENED
PLANE JOINTS
6 ON CENTER
10
SLABS IN EXCESS OF SLABS 5 TO 10
10 FEET IN WIDTH FEET IN WIDTH
PLAN
NO SCALE
I TOOLED JOINT
TN_ (6x6-10/10) WELDED
/2 WIRE MESH
I
____
" /
I
\\ 0
I WEAKENED PLANE JOINT DETAIL
i
NO SCALE
I SOUTHERN CALIFORNIA CALAVERA HEIGHTS-VILLAGE W-X-Y
SOIL & TESTING, INC. DATE.. 5-03-90
JOB NUt4BER. 9021049 Plate No. 16
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MARIDWATERPROOF SACK OF WALL PER
ARCHITECTS SPECIFICATIONS
3/4 INCH CRUSHED ROCK OR
RAIN G000 OR EQUIVALENT
'O. -/ GEOFABRIC BETWEEN ROCK AND SOIL
12 DIAMETER PERFORATED PIPE
HOUSE RETAINING WALL
SUBDRAIN DETAIL
NO SCALE
SOUTHERN CALIFORNIA CALAVERA HEIGHTS-VILLAGE W-X-Y
SOIL & TESTINQ,INC. BY: KAR DATE: 50390
JOB NUMBER: 9021049 Plate No. 17
RIPP.ABIL!TY I NDEX
NO RIPPING SOFT MEDIUM H BLASTING
-IIIllhIIIO1IIIpiIIIIIIIa1,JLIiJ141010 .... .... :...
VELOCITY, FT.! SEC.
RESULTS
TRAVERSE NO.
NOTE: THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING
DENSITY INDIFFERENT LOCATIONS OVER THE STUDY AREA. SEISMIC TRAVERSE
NUMBERS REFER TO LOCATIONS PLOTED ON ATTACHED PLANS.
THE RIPPABILITY INDEX' IS A MODIFICATION OF CHARTS BY THE CATERPILLAR
CO. AND ARTICLE IN "ROADS AND STREETS' SEPT., 1987.
SOUTHERN CALIFORNIA TESTING
LABORATORY, INC.
6250 RIVERDALE STREET
SAN DIEGO, CALIFORNIA 92120
714-2534134
CALAVERA HEIGHTS-VILLAGE W-X-Y
SEISMIC RESULTS
By DBA DATE 4-14-73
JOB NO. 9021049
Plate No. 18
RIPPABLLiTY INDEX
NO RIPPING SOFT MEDIUM HARD BLASTING
rAw—F, In
10A'19'00 0
VELOCITY, FT./SEC.
RESULTS
TRAVERSE NO.
NOTE: THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING
DENSITY INDIFFERENT LOCATIONS OVER THE STUDY AREA. SEISMIC TRAVERSE
NUMBERS REFER TO LOCATIONS PICTED ON ATTACHED PLANS.
THE'RIPPABILITY INDEX'IS A MODIFICATION OF CHARTS BY THE CATERPILLAR
CO. AND ARTICLE IN 'ROADS AND STREETS' SEPT.) 1967.
I SOUTHERN CALIFORNIA
SOIL & TESTING LAB, INC.
IBAN DIO, CAIPORNIA 92120 SUE
STRUT
CALAVERA HEIGHTS-VILLAGE W-X-Y
DATE 1-11-83
Plate No. 19
SEISMIC RESULTS BY DBA
1J01 NO. 9021,049
RIPF.ABfLITY iNDEX
pr F ro, pa KHOO PON I App
'A PFAA
'FAA IA;o!tod 'A1011AP4104
.... ••• ;••s 1•A. •S*kS
'AihIi4f.
RESULTS
TRAVERSE NO.
NOTE: THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING
DENSITY INDIFFERENT LOCATIONS OVER THE STUDY AREA. SEISMIC TRAVERSE
NUMBERS REFER TO LOCATIONS PLQTED ON ATTACHED PLANS.
THE RIPPABILITY INDEX'IS A MODIFICATION OF CHARTS BY THE CATERPILLAR
CO. AND ARTICLE IN ROADS AND STREETS' SEPT.) 1967.
SOUTHERN CALIFORNIA
___ SOIL & TESTING LAB, INC. CALAVERA HEIGHTS-VILLAGE W-X-Y
"no RIVERDALE STREET
SAN DIEGO, CALIFORNIA 52120
JOB
SEISMIC RESULTS
IJATL T
I NO- 902T Plate NO- 20
D8L
CATERPILLAR
PERFORMANCE HANDBOOK
Edition 17
October 1986
Seismic Velocity
sst Psr 8ca.id x 1000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
TOPSOIL
CLAY ii• I I
IGNEOUS ROCKS
GRANITE 7_7 7 ( /' -, i" / V
BASALT ./,
SEDIMENTARY ROCKS
SHALE • • - - iii 1 71 / ." 7-7-7-117
SANDSTONE • - Ut_vi/ / /
SILTSTONE _I. à r .V '/lLL_
CLAY8TONE • - • - Jz( /_'
CONGLOMERATE • _I_ - - / /1/
METAMORPHIC ROCKS
SCHIST - • - • - iu /7
17
SLATE
1- - RIPPABLE MARGINAL I__________ NON-RIPPASLE
DSL Ripper Performance
• Multi or Single Shank No. 8 Ripper
• Estimated by Seismic Wave Velocities
SOUTHERN CALIFORNIA CALAVERA HEIGHTS-VILLAGE W-X-Y
SOIL & TESTING, INC. BY: KAR DATE: -50390
JOB NUMBER: 9021049 Plate No. 21
D9L
CATERPILLAR
PERFORMANCE HANDBOOK
Edition 17
October 1986
Seismic Velocity
new rur uuuonu I wou z j 4 0 Id 7 8 9 10 11 12 13 14 1
TOPSOIL V I I
CLAY I
IGNEOUS ROCKS
GRANITE I _7'
BASALT V
SEDIMENTARY ROCKS
SHALE
SANDSTONE
I I I I
SIL.TSTONE
CLAYSTONE I y
I I I
CONGLOMERATE N N i. I/VI / •1 / V'' V
METAMORPHIC ROCKS
SCHIST •_I_r
SLATE
RIPPABLE MARGINAL NOWRIPPABLE L
D9L Ripper Performance
• Multi or Single Shank No. 9 Ripper
• Estimated by Seismic Wave Velocities
SOUTHERN CALIFORNIA CALAVERAHEIGHTS-VILLAGE W-X-Y
U7 I SOIL & TESTING, INC.
KAR DATE _5-03-90
I
V JOBNUMBERi_9021049 I_ Plate No. 22
Dl iN
CATERPILLAR
PERFORMANCE HANDBOOK
Edition 17
October 1986
SeIamc Velocity
iSt Per .oaaa x 1000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
TOPSOIL
CLAY
IGNEOUS ROCKS
GRAMTE
,e 0w Arid
SEDIMENTARY ROCKS
SHALE
SANDSTONE I
I
CLAYSTONE I
CONGLOMERATE
METAMORPHIC ROCKS
SCHST
SLATE I
RIPPABLE MARGINAL I NON-RIPPABLE
Dl 1 N Ripper Performance
• Multi or Single Shank No. 9 Ripper
• Estimated by Seismic Wave Velocities
SOUTHERN CALIFORNIA CALAVERA HEIGHTS-VILLAGE W-X-Y
t SOIL &. TESTING, INC. BY: KAR DATE: 5-03-90
JOB NUMBER: 9021049 Plate No. 23
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Mol MON 11 1 i
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The intent of these specifications is to establish procedures for clearing, I compacting natural ground, preparing areas to be filled, and placing and
compacting fill soils to the lines and grades shown on the accepted plans.
I The recommendations contained in the preliminary geotechnical investigation
report and/or the attached Special Provisions are a part of the Recoiwended
GradingSpecifications and shall supersede the provisions contained
hereinafter in the case of conflict. These specifications shall only be
used in conjunction with the geotechnical report for which they are a part.
No deviation from these specifications will be allowed, except where
specified in the geotechnical report or in other written communication
I signed by the Geotechnical Engineer.
•, .'1 4'Ied Iii (• Pi , I i I e1
SouthernCalifornia Soil and Testing, Inc., shall be retained as the
Geotechnical Engineer to observe and test the earthwork in accordance with
these specifications. It will be necessary that the Geotechnical Engineer
or his representative provide adequate observation so that he may provide
his opinion as to whether or not the work was accomplished as specified. It
I shall be the responsibility of the contractor to assist the Geotechnical
Engineer and to keep him appraised of work schedules, changes and new
I
information and data so that he may provide these opinions. In the event
that any unusual conditions not covered by the special provisions or
I preliminary geotechnical report are encountered during the grading
operations, the Geotechnical Engineer shall be contacted for further
recommendations. I
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SCS&T 9021049 May 15, 1990 Appendix, Page 2
If, in the opinion of the Geotechnical Engineer, substandard conditions are
encountered, such as questionable or unsuitable soil, unacceptable moisture
content, inadequate compaction, adverse weather, etc.; construction should
be stopped until the conditions are remedied or corrected or he shall
reconiiend rejection of this work.
Tests used to determine the degree of compaction should be performed in
accordance with the following American Society for Testing and Materials
test methods:
Maximum Density & Optimum Moisture Content - ASTh D-1557-78.
Density of Soil In-Place - ASTh D-1556-64 or AS'ThI D-2922.
All densities shall be expressed in terms of Relative Compaction as
determined by the foregoing ASTM testing procedures.
04 DO
All vegetation, brush and debris derived from clearing operations shall
be removed, and legally disposed of. All areas disturbed by site grading
should be left in a neat and finished appearance, free from unsightly
debris.
After clearing or benching the natural ground, the areas to be filled shall
be scarified to a depth of 6 inches, brought to the proper moisture content,
compacted and tested for the specified minimum degree of compaction. All
loose soils in excess of 6 inches thick should be removed to firm natural
ground which is defined as natural soils which possesses an in-situ density
of at least 90% of its maximum dry density.
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SCS&T 9021049 May 15, 1990 Appendix, Page 3
When the slope of the natural ground receiving fill exceeds 20% (5
horizontal units to 1 vertical unit), the original ground shall be stepped
or benched. Benches shall be cut to a firm competent formational soils. The
lower bench shall be at least 10 feet wide or 1-1/2 times the the equipment
width whichever is greater and shall be sloped back into the hillside at a
gradient of not less than two (2) percent. All other benches should be at
least 6 feet wide. The horizontal portion of each bench shall be compacted
prior to receiving fill as specified herein for compacted natural ground.
Ground slopes flatter than 20% shall be benched when considered necessary by
the Geotechnical Engineer.
Any abandoned buried structures encountered during grading operations must
be totally removed. All underground utilities to be abandoned beneath any
proposed structure should be removed from within 10 feet of the structure
and properly capped off. The resulting depressions from the above described
procedures should be backfilled with acceptable soil that is compacted to
the requirements of the Geotechnical Engineer. This includes, but is not
limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm
drains and water lines. Any buried structures or utilities not to be
abandoned should be brought to the attention of the Geotechnical Engineer
so that he may determine if any special recommendation will be necessary.
All water wells which will be abandoned should be backfilled and capped in
accordance to the requirements set forth by the Geotechnical Engineer. The
top of the cap should be at least 4 feet below finish grade or 3 feet below
the bottom of footing whichever is greater. The type of cap will depend on
the diameter of the well and should be determined by the Geotechnical
Engineer and/or a qualified Structural Engineer.
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SCS&T 9021049 May 15, 1990 Appendix, Page 4
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Materials to be placed in the fill shall be approved by the Geotechnical
Engineer and shall be free of vegetable matter and other deleterious
substances. Granular soil shall contain sufficient fine material to fill
the voids. The definition and disposition of oversized rocks and expansive
or detrimental soils are covered in the geotechnical report or Special
Provisions. Expansive soils, soils of poor gradation, or soils with low
strength characteristics may be thoroughly mixed with other soils to provide
satisfactory fill material, but only with the explicit consent of the
Geotechnical Engineer. Any import material shall be approved by the
Geotechnical Engineer before being brought to the site.
PLACING AM CCHPAMON OF FILL
Approved fill material shall be placed in, areas prepared to receive fill in
layers not to exceed 6 inches in compacted thickness. Each layer shall have
a uniform moisture content in the range that will allow the compaction
effort to be efficiently applied to achieve the specified degree of
compaction. Each layer shall be uniformly compacted to the specified
minimum degree of compaction with equipment of adequate size to
economically compact the layer. Compaction equipment should either be
specifically designed for soil compaction or of proven reliability. The
minimum degree of compaction to be achieved is specified in either the
Special Provisions or the recomnendations contained in the preliminary
geotechnical investigation report.
When the structural fill material includes rocks, no rocks will be allow--d
to nest and all voids must be carefully filled with soil such that the
minimum degree of compaction recommended in the Special Provisions is
achieved. The maximum size and spacing of rock permitted in structural
fills and in non-structural fills is discussed in the geotechnical report,
when applicable.
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SCS&T 9021049 May 15, 1990 Appendix, Page 5
Field observation and compaction tests to estimate the degree of compaction
of the fill will be taken by the Geotechnical Engineer or his
representative. The location and frequency of the tests shall be at the
Geotechnical Engineer's discretion. When the compaction test indicates that
a particular layer is at less than the required degree of compaction, the
layer shall be reworked to the satisfaction of the Geotechnical Engineer and
until the desired relative compaction has been obtained.
Fill slopes shall be compacted by mans of sheepsfoot rollers or other
suitable equipment. Compaction by sheeps foot rollers shall be at vertical
intervals of not greater than four feet. In addition, fill slopes at a
ratio of two horizontal to one vertical or flatter, should be trackrolled.
Steeper fill slopes shall be over-built and cut-back to finish contours
after the slope has been constructed. Slope compaction operations shall
result in all fill material six or more inches inward from the finished face
of the slope having a relative compaction of at least 90% of maximum dry
density or the degree of compaction specified in the Special Provisions
section of this specification. The compaction operation on the slopes shall
be continued until the Geotechnical Engineer is of the opinion that the
slopes will be stable surficially stable.
Density tests in the slopes will be made by the Geotechnical Engineer during
construction of the slopes to determine if the required compaction is being
achieved. Where failing tests occur or other field problems arise, the
Contractor will be notified that day of such conditions by written
communication from the Geotechnical Engineer or his representative in the
form of a daily field report.
If the method of achieving the required slope compaction selected by the
Contractor fails to produce the necessary results, the Contractor shall
rework or rebuild such slopes until the required degree of compaction is
obtained, at no cost to the Owner or Geotechnical Engineer.
I (R-9/89)
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SCS&T 9021049 May 15, 1990 Appendix, Page 6
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The Engineering Geologist shall inspect cut slopes excavated in rock or
I lithified formational material during the grading operations at intervals
determined at his discretion. If any conditions not anticipated in the
preliminary report such as perched water, seepage, lenticular or confined
I strata of a potentially adverse nature, unfavorably inclined bedding, joints
or fault planes are encountered during grading, these conditions shall be
I analyzed by the Engineering Geologist and Soil Engineer to determine if
mitigating measures are necessary.
Unless otherwise specified in the geotechnical report, no cut slopes shall
be excavated higher or steeper than that allowed by the ordinances of the I controlling governmental agency.
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I Field observation by the Geotechnical Engineer or his representative shall
be made during the filling and compacting operations so that he can express
I his opinion regarding the conformance of the grading with acceptable
standards of practice. Neither the presence of the Geotechnical Engineer or
his representative or the observation and testing shall not release the
I Grading Contractor from his duty to compact all fill material to the
specified degree of compaction.
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Fill shall not be placed during unfavorable weather conditions. When work
is interrupted by heavy rain, filling operations shall not be resumed until
the proper moisture content and density of the till materials can be
achieved. Damaged site conditions resulting from weather or acts of God
shall be repaired before acceptance of work.
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SCS&T 9021049 May 15, 1990 Appendix, Page 7
RFXI1YMENDED QADflC SPECIFICATIONS - SPECIAL PPO\TISICS
RELIVE C PPLrIC: The minimum degree of compaction to be obtained in
compacted natural ground, compacted fill, and compacted backfill shall be at I least 90 percent. For street and parking lot subgrade, the upper six inches
should be compacted to at least 95% relative compaction.
I EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil
I which has an expansion index of 50 or greater when tested in accordance with
the Uniform Building Code Standard 29-C.
OVERSIZED ARIAL: Oversized fill material is generally defined herein as
rocks or lumps of soil over 6 inches in diameter. Oversize materials should
not be placed in fill unless recotmendations of placement of such material
is provided by the geotechnical engineer. At least 40 percent of the fill
soils shall pass through a No. 4 U.S. Standard Sieve.
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TRANSITION 1015: Where transitions between cut and fill occur within the
proposed building pad, the cut portion should be undercut a minimum of one
I foot below the base of the proposed footings and reconipacted as structural
backfill. In certain cases that would be addressed in the geotechnical
report, special footing reinforcement or a combination of special footing
I reinforcement and undercutting may be required.
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