HomeMy WebLinkAboutWest End - Foothill Drain MASTER HYDROLOGY STUDY
FOR THE
FONTANA WEST END VENTURE
FOOTHILL DRAIN
PREPARED BY: HALL & FOREMAN, INC.
3170 REDHILL AVE.
COSTA MESA, CA. 82626 -3428
(714) 641-8777
AL.a.)
JOHN SUS R.C.E. 20,344
T
DEVELOPED HYDROLOGY
FOR
FOOTHILL DRAIN
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'
�' -• � -'- - � \ say GROUP eouNDARr K �` � �'� �: _ -
r� ____v _ SCALE I " �,D� was T vivo �.e o,��c r
4 A SOIL GROUP DESIGNATION �•� -
�� .� - .- f, ; `_, \• �_ - • -• - - -- BOUNDARY OF INpt ATED SOURCE SCALE REDUCED B1( � /2 '
SA� BERNAROl10 COUNTY
HYDROLOGIC SOILS GROUP MAP
SAN BERNaRDINO COUNTI� I _ � � FOR
HYDROLOGY MANUAL - -� -•`-
�-' `�° ` `-' SOUTHWESL -A AREA
• INOex MAP i �
_ ,
• - T C -10 '�""'� FIGURE C -b
Tc' LIMITATIONS:
L 100 I. Maximum length =1000 Tc
1000 90 2. Maximum area = 10 Acres 5
(min)
_
900 80 a
H
800 70 ^ u �o0 .
6 u
Y h $ 400
60 300
■
700 > — too
c tao 7 4-
N EOc 100
600
E 50 o no so 8 I
I • °a. 0 0 i
$ E o .,�
0
20 9 0
500 (I) 0 c
_r
35 o a ° e 10 E
i a
K Pj 4 (I I
400 )
c w 30 Undeve 0 ` .. t 12 _ r
Good Cover
h 13
„N
._ 350 ° 25 Undeveloped O c 1..0
° c Fair Cover .8 o _ Ti E _ ,6 14 '"
300 Undeveloped 0 c : 3 k 15 0
19 20 - c c 20 Poor Cover ,, o t 16 c
o H 18 Single Family 4 b 17 E
J 250 1 16 (1/4 Acre) o� 18 ' S
L c 15 Commercial t90® 19 1-
` o� 0 14 v KEY 20 --
200 t 13 L- H- To -K -Tc' c
J ° •
,
12 2� 4- I-
° u I I / c
25
0 „ 10 Pl Development
u
150 ° 80 - APARTMENT
9 75 - MOBILE HOME 30 o
8 65 - CONDOMINIUM •
40- SINGLE FAMILY- 1/2 ACRE LOT P
7 20- SINGLE FAMILY- I ACRE LOT 35
10- SINGLE FAMILY- 2 1/2 ACRE LOT
6
100 40
EXAMPLE:
5 (I) L= 550 H =5.0', K= Single Family (1/4 Ac.)
Development, Tc =I2.6 mina
4 (2) L= 550 H= 5.0, K= Commercial
Development, Tc =9.7 min.
SAN BERNARDINO COUNTY TIME OF CONCENTRATION
HYDROLOGY MANUAL NOMOGRAPH
FOR INITIAL SUBAREA
D- II FIGURE D -I
3.5 3.5
3 3
2.5 2.5
N
w
z
z
= 2 2
1-
a
w
J f /47"
L 1.5 1 . 5
0.98'_
1 1
/ms
0.5 0.5
0 - 0
2 5 10 25 50 100
RETURN PERIOD IN YEARS
NOTE.
I. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS,
THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10 -YEAR
ONE HOUR+ 0.95" AND 100-YEAR ONE HOUR s1.60", 25-YEAR ONE HOUR + I.18 ".
REFERENCE.NOAA ATLAS 2, VOLUME TE- CAL.,I973
RAINFALL DEPTH VERSUS
SAN BERNARDINO COUNTY RETURN PERIOD FOR
HYDROLOGY MANUAL PARTIAL DURATION SERIES
D_ 12 FIGURE D-2
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STORM DURATION (MINUTES)
DESIGN STORM FREQUENCY = _112-YEARS,
1 00 , YEARS
ONE HOUR POINT RAINFALL = 0 . 9 a INCHES 1 INCHES
LOG -LOG SLOPE = 0 - 60
PROJECT LOCATION = City of Fontana
INTENSITY - DURATION
SAN BERNARDINO COUNTY
CURVES
HYDROLOGY MANUAL CALCULATION SHEET
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' RUNOFF COEFFICIENT CURVES
SAN BERNARDINO COUNTY SOIL GROUP -A
COVER TYPE -URBAN LANDSCAPING
HYDROLOGY MANUAL AMC -II
.MIEN_
(RUNOFF INDEX NUMBER 32)
Wearg 20)00‘44,
CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING
SUBJECT ( BY DATE JOB NO. SHEET OF
MASTER HYDROLOGY STUDY 1 JOHN SIMS OCT., 1986 3366
RATIONAL METHOD HYDROLOGY
COMPUTER PROGRAM INSTRUCTIONS
BASED ON SAN BERNARDINO COUNTY (SBC)
1983 HYDROLOGY MANUAL
3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777
INTRODUCTION:
The RATIONAL METHOD MASTER PLANNING program is a computer -
aided design program where the user develops a node -link
model of the watershed, and in this process estimates the
conduit and channel sizes needed to accomodate the design
storm peak flowrate. The study methodology is based on the
well -known RATIONAL METHOD which estimates the peak flowrate
(or 0 in cfs) by the relation 0 = CIA where 0 is the peak
flowrate used for design purposes, C is a runoff coefficient
and represents the simple ratio of runoff -to- rainfall, and A
is the watershed area(acres) tributary to the study point of
runoff concentration. For an 1 =1 inch /hour and an A =1 acre,
and a C =1.0, the 0 =1.008 cfs.
Assuming that a uniform rainfall of constant intensity
occurs over a watershed, then the peak flowrate will occur
when the entire watershed is contributing runoff. This peak
Q usually occurs when runoff from the most distant point on
the watershed reaches the point of concentration. The time
which it takes for the watershed runoff to reach the peak 0
(from the beginning of the constant intensity storm) is
called the time of concentration and is noted as Tc.
Some of the basic assumptions used in the RATIONAL METHOD
are
(1)the return frequency of the estimated 0 is
approximately the return frequency of rainfall; that is, to
estimate a 25 -year return frequency peak flowrate (a Q25),
the I values are assumed to be of a 25 -year return
frequency;
(2)rainfall intensities are assumed to be approximately
uniform over the watershed;
(3)the watershed runoff characteristics can be estimated
sufficiently to be used in the runoff equation.
SETTING UP THE PROBLEM:
In order to develop a node -link model of the study
watershed, the following steps are needed prior to beginning
the study:
(1)using a topographic map of the entire watershed, define
the watershed boundaries and identify major streams and
channels.
(2)define the watershed boundary for each major stream or
channel. These interior watersheds will be self - contained
in that they can be modeled independently from the total
watershed. Generally, the interior watersheds will merge
with another interior watershed at a point of CONFLUENCE.
(3)subdivide each interior watershed into SUBAREAS. Subarea
size should be about 5 to 10 acres in the most upstream
reaches, and may gradually increase as the study progresses
downstream.
(4)specify the runoff characteristics in each subarea.
Basic information includes DEVELOPMENT TYPE such as
commercial or agricultural; SCS (U.S. Soil Conservation
Service) soil group, which is type A, B, C, or D where A is of
low runoff potential(sands) and D is of high runoff
potential(such as clay soil).
(5)define a runoff coefficient C in each subarea. The
computer program allows the user to specify a C -value or
use the program C- curves which are a function of
development type,soil- group, and the rainfall intensity.
C- values will be between 0 and 1.
(6)define nodal points along the major stream in each
interior watershed. The study approach is to start at the
most upstream point in an interior watershed and follow the
main stream while runoff is accumulating and estimate
( channel sizes as the study progresses in the downstream
direction. A method of node numbering is to use nodes
100.00 to 199.99 along stream *1, 200.00 to 299.99 along
stream *2, and so forth, where node 100.00 is assigned to
the most upstream point of interior watershed 411.
(7)at a point of CONFLUENCE (where two or more major
channels merge), define the nodal numbers to be used
downstream of the confluence. Usually, one of the major
streams will have significantly more runoff than the other
streams and one may continue downstream with these numbers.
STUDY APPROACH:
The node -link model is developed by creating independent
node -link models of each interior watershed and linking
these submodels together at confluence paints.
Consider an interior watershed, say *2, which has been
subdivided into SUBAREAS and NODE NUMBERS defined. Starting
at the most upstream subarea (between node *201 and *202),
the runoff is estimated by modeling an INITIAL SUBAREA. This
model estimates a Q based on the initial Tc, the
corresponding I, the subarea A (usually less than 10 acres),
and the runoff potential. The study continues downstream to
node 203 by analyzing how long it takes for the initial
subarea 0 to reach point 203 by either (l)street-
flow,(2)pipeflow,or(3) channel flow. This TRAVEL TIME, Tt,
is then added to the initial subarea Tc to estimate the next
time of concentration by Tc(203)`Tc(202) +Tt. Using Tc(203),
an incremental runoff addition, DO, to the main stream at
node 203 is estimated by using the specified runoff
potential (C) and rainfall intensity (I) corresponding to
Tc(203). Then the DO =CIA where the C and I are based on
Tc(203) and A is the area tributary to node 203. Thus
Q(203) =Q(202) +DQ. The study continues to the next
downstream node *204 by estimating a new Tt, and so forth.
1
COMPUTER INTERACTION:
The program has been designed to be completely user
friendly. The user - instruction manual is the program itself.
All instructions and program options will be visible to you
at the bottom of the screen. Simply type these instructions
at any occasion and the program will respond. For example,
type MAIN and you will return to the main menu of program
options. Type EXIT and the program will protect the data
files and properly finish the session.
COMPUTER DESIGN INTERACTION:
Because the analysis proceeds downstream along the main
channel, design decisions can be easily made interactively.
As the study progresses between two stream nodal points, the
computer results are displayed showing peakflow information
and channel flow data(such as depth and velocity). You will
be requested to either accept the study results(in which
case the subarea data is stored) or reject the results(in
which case the program returns to the previous upstream
point of concentration).
The program has four OPERATING MODES:
(1)CREATION. This mode is used to create a watershed data
file containing all the subarea data entries and hydrology
rainfall data. Two data banks are used:
(i)HYDROLOGY CONTROL DATA. Includes the rainfall versus
duration data(assumed to be a straight line on log -log
paper), C -value options, return frequency, and a
pipeflow friction slope reduction factor.
(ii)SUBAREA DATA. A node -link model is made by defining
successive subarea characteristics linked together by
various flow hydraulic processes.
(2)EXECUTION. This mode is used to generate study results
in report form. Two options are available:
(i )DETAILED REPORT. This provides the same results as
displayed on the viewers screen during CREATION.
(ii)SUMMARY REPORT. This summarizes the results into a
tabular form.
(3)EDITING. This mode allows the user to change, add, or
delete subarea data and modify the node -link model.
Additionally, the user can change the HYDROLOGY CONTROL
DATA and generate a new master plan based on new rainfall
( or design criteria.
(4)EXTEND. This options allows the user to return to the
last entered link of the model and continue from that point
in the CREATION mode.
SUBAREA HYDROLOGIC PROCESSES
CQNFLUENCE:
The CONFLUENCE model is the mechanism which allows the user
to connect the interior watershed node -link models at a
point of confluence. Up to 5 streams can be confluenced at
a node. The stream entries must be made sequentially until
all are entered.
For example, suppose 4 streams merge at node *318. When the
CONFLUENCE option is selected at the end of each interior
watershed node -link model (at node 318), you will be
requested to enter the TOTAL NUMBER OF STREAMS (which is 4)
and which of the 4 streams you are confluencing (1,2,3, or
4). If you are confluencing the first stream (1 of 4), then
the STREAM NUMBER is 1; likewise, if you are entering the
second stream (2 of 4) for confluence, the STREAM NUMBER is
2; and so forth. After a stream is confluenced, the program
returns you to the PROCESS MENU so that the next interior
watershed node -link model can begin creation for eventual
confluence at node 318. When the last (4 of 4) stream is
confluenced, the confluence values are estimated and the
study can continue downstream with the new values.
The program allows only ONE POINT OF CONFLUENCE AT A TIME.
This means that if 4 streams are for confluence, than until
all 4 streams are entered no other points of confluence can
be specified. After the 4 streams are entered, the
confluence is modeled and the CONFLUENCE option is once
again available for use. For a 2 stream confluence, the
model is as follows: Let Qa,Ta,Ia correspond to the stream
with the largest Tc and Qb,Tb,Ib correspond to the other
stream. If Ta =Tb, then the confluence time of concentration
(Tp) is Tp =Ta and Q= Qa +Qb. If Qa is larger than Ott, then
Tp =Ta and Q= Qa +Qb(Ia /Ib). If Qb is larger than Qa, Tp =Tb and
Q =Qb +Qa(Tb /Ta). Should different confluence values be
needed, accept the confluence model results and then use the
USER - SPECIFIED INFORMATON AT A POINT option.
INITIAL SUBAREA:
Several methods for estimating an INITIAL SUBAREA Tc are
• reported in the literature(e.g., "Urban Stormwater
Hydrology ",Water Resources Monograph *7, American
A.G.U.,1982). Because the INITIAL SUBAREA modeling procedure
begins the watershed node -link model, this approximation may
be the most critical. Consequently, the user needs to verify
whether the approximation is reasonable. The program
contains an INITIAL SUBAREA Tc approximation based on the
Kirpich formula
Tc = k(L *L *L /H)* *.385
where L = watercourse length(feet); H = drop in
elevation(feet); .385 is an extrapolation exponent; and k is
a function of development type(e.g. for Commercial
development, k =.298, for agricultural k= 1.246). Should the
user prefer to use a specified Tc value at a node, then the
USER - SPECIFIED INFORMATION AT A POINT option should be used.
PIPEFLOW AND TRAPEZOIDAL TRAVEL TIME:
Two options for modeling pipeflow are available:(1)let the
computer estimate a buildable pipesize, and (i)the user
specifies the pipesize. Roth models assume no inflow into
the pipe system as it connects the upstream and downstream
nodes. Both models use the upstream node peak 0 and the
computed gradient of the land between nodes to compute
normal depth flow velocity. The velocity is used to estimate
travel time, Tt, between nodes. The Tt is then added to the
upstream Tc to estimate the Tc at the downstream node. Flow
is assumed to be under pressure (full pipeflow) when the
normal depth exceeds .82 *(pipe diameter). The trapezoidal
channel flow model is similar to the pipeflow model in that
no inflow is assumed between nodes, and that Tt is estimated
based on the upstream peak 0 and the gradient of the land.
STREET -FLOW ANALYSIS THRU SUBAREA:
The streetflow rnodel estimates the traveltirne of the peak 0
between the upstream and downstream nodes. Since runoff
generally accumulates in the street between nodes, the model
estimates the average flow between nodes to analyze the
( streetflow characteristics. The rnodel assumes a symmetrical
cross-section with either a standard 6- or 8 -inch curbface.
The user specifies the arbitrary street halfwidth. Flow is
modeled by two methods: (1)all the flow is on one side of
the street, in which case the flow may cross over the street
crown and form "splitflow ", and (2)the flow is evenly
divided on both sides of the street. The model assumes all
water outside of the curb as ponded, with zero flow.
USER SPECIFIED INFORMATION AT A NODE:
The user can specify the time of concentratic+n(Tc,minutes);
peak flowrate(Q,cfs); and total tributary area(A,acres) at a
nodal point. These values will then be defined at the
specified nodal point and will be used for any downstream
calculations. The rainfall intensity will be based on the
user specified Tc. This data will remain in effect unless
modified by the user.
ADDITION OF SUBAREA TO MAINLINE:
As the study progresses in the downstream direction along
the main stream or channel, runoff can be added to the peak
flowrate at the Tc of the main stream. This model uses
SUBAREA information of runoff potential and area, and uses
1
the Tc of the main stream to estimate incremental runoff.
Consequently, should the node-link model be changed upstream
of the subject subarea, the node -link model automatically
estimates the appropriate incremental runoff.
2ftemait,
CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING
SUBJECT BY DATE SHEET OF
MASTER HYDROLOGY STUDY I JOHN SIMS INOV. 1986 IJOBNa
3366 I
FOOTHILL DRAIN
STREET CAPACITIES
FOR
1. 25 -YEAR CAPACITY TO TOP OF CURB
3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777
Iffil hiie g 2fteieptait, ate.
CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING
SUBJECT BY �J DATE JOB NO. SHEET OF
JT,e C/9Picc /T /ES I JOHN V/' S I 0GT /9c‘"`c I 336 '6 I i /
RAO R/40'
5
/20'
./' 47' , , /'
0.5' 5' I r l' i / ' g/ I O5 -
50' f 50' ri
EosT
V60 I E�. QD('�E 1 FLTU,PE & PST
ow ,,, 0 I; F� P -ME ,c44,1 Gel 0 � Rt JE S / , 2 ,,, ��. - TA
�
/�1 E X /ST PAYEMFNT
✓O /N EX /5T. PAV"T AT
t B,PEA,E' PO /^/T -t TD
.. A4VTN R/12/ AV 5L/eFACE
TYPICAL SECTION
r
FOOTHILL BOULEVARD
N.T.S.
56.5/5 of O E S/ A/
`1Z = O, O/ 5 C O N t/c` y N ...ice F C TO ,2 = Ac.-
it= /. 488 A, ,C' =/ _ Q /2 / 5LP( D7
n- - S i2 Q - ' �' 74'.... 9 9
• /1/494G" ‘f7 T : /9= 5, ci 16 Gc-' - �30,8� �\ 2/
/1/494G" `i- 0, °30 K = //c). 93
• as y ,9,2 C4P/9C/Tr SAME ,9S /9Bo ✓E OA./ EA. A f /OE
TO TDB OF CU,ee OF STYE L 7
/OD X5 ,9 e C,9O.vC / Tr v, ,e /E S
TD .e /G NT- oF- e4)/s y •
3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777
FOOTHILL DRAIN
1
a 7/.40 , g Potema 4t, ate.
CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING
SUBJECT BY DATE l JOB NO. SHEET OF
MASTER HYDROLOGY STUDY I JOHN SIMS I 11/14/86 3366 I 1 2
TRIBUTARY AREA
TO THE
SAN SEVAINE CHANNEL VIA THE FOOTHILL DRAIN
INCLUDING LINES A, B, D, L, J & K
_DRAINAGE AREA ACRES HIGH ELEVATION LOW ELEVATION DRAINAGE LENGT[
999 5.2 1288 1275 750'
998 4.8 1276 1264 680'
997 10.6 1276 1260 970'
996 10.0 1290 1273 920'
995 11.0 1291 1258 1900'
998.1 5.3 1267 1258 1300'
LINE J 57.6
987 8.0 1265 1256 860'
998.2 1.9 1258 1256 610'
l 986 8.9 1263 1250 910'
998.3 2.2 1256 1250 750'
985 7.9 1257 1245 860'
998.4 2.0 1250 1245 700'
984 6.0 1254 1242 880'
998.5 2.1 1245 1242 720'
LINE K 35.2
982 11.5 1258 1243 1150
981 15.3 1250 1230 1450
998.6 4.5 1242 1230 1360
980 9.6 1255 1230 1420
980.1 1.9 1248 1229.5 1270
603 17.3 1239 1221 1470
1 998.7 4.2 1229.8 1221 1320
LINE L 608.7
998.8 4.2 1221 1215 1420
604.3 1.9 1227 1215 1540
604.2 1.2 1226 1215 1000
604 16.3 1226 1215 1400
998.9 4.2 1215 1206 1360
LINE D 118.7
605.1 9.5 1218 1206 960
606.2 10.0 1226 1204 2050
606.1 9.8 1214 1200 1000
999.1 4.4 1206 1200 1420
LINE B 247.4
58.3 0.8 1210 1204 700
58.2 6.1 1208 1201 700
58.4 1.6 1210 1201.4 1250
3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777
h/.40 2ftema,g, ate.
CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING
SUBJECT I BY DATE 1 JOB NO. SHEET OF
MASTER HYDROLOGY STUDY JOHN SIMS 1 11/14/86 I 3366 2 2
TRIBUTARY AREA
TO THE
SAN SEVAINE CHANNEL VIA THE FOOTHILL DRAIN
INCLUDING LINES A, B, D, L, J & K
(CONTINUED)
58.3 4.2 1210 1204 680
58.1 9.4 1208 1198.7 850
608.2 2.8 1208 1198.7 820
999.2 4.1 1200 1198.7 1400
LINE A 75.0
608.1 10.1 1207 1195 880
999.3 3.5 1199 1195 1100
1397 ACRES TOTAL
3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777
IR" ?1/4"g fte‘41/49/4° g114.
MEOW CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING
SUBJECT BY DATE JOB NO.
MASTER HYDROLOGY STUDY JOHN SIMS' NOV. 1986 3366 I SHEET OF
COMPUTER HYDROLOGY CALCULATIONS
FOR THE
FOOTHILL DRAIN
Q25
*REFER TO MASTER PLAN OF DEVELOPED HYDROLOGY FOR NODE LOCATIONS
3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777
•
w
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM
BASED ON SAN BERNARDINO COUNTY (SBC)
1963 HYDROLOGY MANUAL
(c) Copyright 1965 Advanced Engineering Software EAES3
Especially prepared for:
HALL & FOREMAN INC.
::::::::::::::::::::::::::::::::::::>>1)))))>>>>))))))))))))))>>>>>>>>>)))
**********DESCRIpT1ON OF RESULTS********************************************
* FOOTHILL DRAIN HYDROLOGY-FOOTHILL DRAIN FROM NODE 999 TO SAN SEVAINE CH. *
* 025
* JOHN SIMS 11/15/66 3:22 P.M. J.N. 3366
****************************************************************************
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE:INCH)
SPECIFIED PERCENT OF GRADIENTS:DECIMAL) TO U' FOR FRICTION SLOPE = .95
10-YEAR STORM 60-MINUTE INTENSITY:INCH/HOUR) = .980
100-YEAR STORM 60-MINUTE INTENSITY:INCH/HOUR) = 1.470
COMPUTED RAINFALL INTENSITY DATA:
47; STORM EVENT = 25.00 1-HOUR INTENSITY:INCH/HOUR) = 1.1520
SLOPE OF INTENSITY DURATION CURVE = .6000
SEC HYDROLOGY MANUAL "C"-VALUES USED
::::::::::::::::::::::::( ::::::::)))>>>>)))))))))))))))))))))))))))))))
Advanced Enoineering Software EAES2
SERIAL No. A0560A
REV. 3.1 RELEASE DATE: 5/01/85
****************************************************************************
FLOW PROCESS FROM NODE 999.00 TO NODE 123.00 IS CODE = 2
)))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS:::::
================_______
• ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: COMMERCIAL
TO = K*C(LENGTH**3)/(ELEVATION CHANGE)3**.2
INITIAL SUBAREA' FLOW-LENGTH = 750.00
UPSTREAM ELEVATION = 12.88.00
4:; DOWNSTREAM ELEVATION = 1275.00
ELEVATION DIFFERENCE = 13.00
TO = .303*C( 750.00**3)/4 13.00)3**.2 9.635
25.00 YEAR RAINFALL INTENSITY:INCH/HOUR) = 3.452
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6316
SUBAREA RUNOFF(CPS) = 14.93
TriTc3 ar=a/nr-m=c..1 Tnra; 0Hron==ir=cn =
****************************************************************************
FLOW PROCESS FROM NODE 123.00 TO NODE 122.00 IS CODE = 3
)))))COMPUTE PZPEFLOW TRAVELTZME THRU SUBAREA<444(
)>)))USZNG COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)4((<4
===============2:=
DEPTH OF FLOW IN £1.0 INCH PIPE IS 13.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.4
UPSTREAM NODE ELEVATION = 1275.00
DOWNSTREAM NODE ELEVATION = 1264.00
FLOWLENSTH(FEET) = 600.00 MANNINGS N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 14.93
TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 10.69
****************************************************************************
FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1
)))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<((<
CONFLUENCE VALUES VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MINUTES) = 10.69
RAINFALL INTENSITY (INCH./HOUR) = 3.24
TOTAL STREAM AREA (ACRES) = 5.20
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 14.93
****************************************************************************
FLOW PROCESS FROM NODE 998.00 TO NODE 122.00 ZS CODE = 2
( 1 1) )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS(((<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: COMMERCIAL
TC = X*C4LENSTH**3)/(ELEYATION CHAN(3E)2**.2
INITIAL SUBAREA FLOW-LENGTH = 680.00
UPSTREAM ELEVATION = 1276.00
DOWNSTREAM ELEVATION = 1264.00
ELEVATION DIFFERENCE = 12.00
TC = .303*E4 680.00**3)/4 2e.ee)2**.e = 9.231
25.00 YEAR RAINFALL INTENSZTY(ZNCH/HOUR) = 3.542
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8322
SUBAREA RUNOFF (CFS) = 14.15
TOTAL AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) = 14.15
****************************************************************************
FLOW PROCESS FROM NODE 122.00 TO NODE 222.00 ZS CODE = 1
)))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<“‹
>))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((<((
====:=== ===== m=======....=...========.......==.==== =========
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM £ ARE:
TIME OF CONCENTRATION(MINUTES) = 9.23
RAINFALL INTENSITY (INCH./HOUR) = 3.54
TOTAL STREAM AREA (ACRES) = 4.80
TOTAL STREAM RUNOFF (CFS) AT CONFLUENCE = 14.15
CONFLUENCE INFORMATION:
• STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
• +Iwo ao• o■ • 1..mr.?
14.15. 9.23 3.542
RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO
FORMULA(SSC) USED FOR 8 STREAMS.
VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:
27.88 87.04
410 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFF4CFS) = 27.88 TIME(MINUTES) = 10.693
TOTAL AREA4ACRES) = 10.00
*********************************************4******************************
FLOW PROCESS FROM NODE 122.00 TO NODE 120.00 IS CODE = 3
>))>)COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA(4444
)))))USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)4(444
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES
PIPEFLOW VELOCITY4FEET/SEC.) = 7.5
UPSTREAM NODE ELEVATION = 1264.00
DOWNSTREAM NODE ELEVATION = 1260.00
FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA4CFS) = zr7.ala
TRAVEL T/ME4MIN.) = 1.34 TC4MIN.) = 12.03
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1
))))>DESIGNPTE INDEPENDENT STREAM FOR CON=LUENCE(<‹4‹
4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MINJTES ) 12.03
RAINFALL INTENSITY (INCH./HOUR) = 3.02
TOTAL STREAM AREA (ACRES = 10.00
TOTAL STREAM RoNOFF(CFS) AT CONFLUENCE = a7.66
*****44#40*#****4**04.4***4***4(*************44*******4**4**4A*4*40*****OW
FLOW PROCESS FROM NODE 996.00 TO NODE 996..0 :S CODE =
)>1))RATIONAL METHOD INITIAL SUBAREA ANALYSIS<4<<<
ASSUED INITIAL SUBAREA UNIFOR,Y;
DEVELOPMENT IS: COMMERCIAL.
TC = Vott(LENGT)-**3?/‘ELEVATION CHANGE))**.0
INITIA- SUBAREA FLOW-LENSM = 97:2-00
UPSTREAfr. ELCvATZON = 1290.00
DOWNSTREAM ELEVATION = 1E73.00
ELEVATION DIFFERENCE = 17.00
TC = . 303*E ( 970. 00443 17. 00 34c4i. = 10. 655
25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.249
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6306
SUBAREA RUNOFFCCFS) = 26.99
TOTAL AREAtACRES) = 10.00 TOTAL RJNOFF4CFS) = 26.99
******.O*************************4***************************4*********A*4***
FLOW PROCESS FROM NODE 996.10 TO NODE 120.00 Is CODE = 3
>))))COMPJTE PIPEFLOW TRAVELTIME THRU SUBAREA<44“
/1 COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)4“4;
- - - ----------------------
Dtt-+i!t L!t- t-L JW 104 c4. t[+ 1NL.H i- '14-'t 1s 3t3.:a 3NL:HZ S
PZPEFLOW VELOCITYSFEET/SEC.) = 10.4
UPSTREAM NODE ELEVATION = 1273.00
DOWNSTREAM NODE ELEVATION = 3a60. ea
FLOWLENSTH {FEET) = 770.00 MANNI NGS N = .013
ESTIMATED PIPE DIAMETERIINCH) = 24.00 NUMBER OF PIPES = 1
P1 PEFLOW THRU SUBAREA l CFS) _ 26.99
A n TRAVEL TIME (MIN.) = 1.24 Tt, (M1,N.) = 11.89
** iF*+ ki!' i!' aL• iE*iF**iEiFiFiFi! *itifiFik*al iki59FiFi!• Y. iki!' iki!• it9FiFa!••! F• it iFikiFil iF• i!• ikitilil i! 9F91• iti!• ik• if*ifib ****iFib*iF*iFib*il**
FLOW PROCESS FROM NODE 997,00 TO NODE 120.00 IS CODE = 8
)))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < l l ,
25.00 YEAR RAINFALL "1NTENSITY'INCh1HOUR) = 3.042
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8293
SUBAREA AREA SACRE S) = 10.70 SUBAREA RUNOFF'CFS) = 27.00
TOTAL AREA (ACRES) = 2e.70 TOTAL RUNOFF lCFS.) = 53.99
TC (MIN) = 11.89
*****id•**•it**. *•k * *0*4******•"F. **if. 4** ii**** y y . . k 4! *it #* **it4*****4* - i!
FLOW PROCESS F Ri_ x N O D S _ 12. lae.eie TO NODE 1a0.02 I S CODE = 1
)))))DESIGNATE INDEPENI)EN STREA - e FC R CON l { { f r,
Cr- r'_ss E t + . �• Z -.- R
)))))AD .ti. L ?,r L � i ��•; �.� L�L`._• �•'�:`..' "... L�i:'•V L�Sr. L• � f5 >= .A
CONE LAJE•N i..E VA,_1.2S U:3::.D FOR a NDE E, i S •; R:Pe E P Rr .
T I :E fit=
INTE%S1 iY
TOT A- S TREP't' 41.:C ':EE
TO-A- STS REFi? F_:; ?f r /, L: S) P` CON T. >,-..ry.Z.E '
Coo 1�Lfi��vL•L J,��t lY.�i �ii } \.
y S .{ �s ^. =f ``:
a•I .'.`L��`l i. : {te .. S ... • �. . _.._ "fr
L�i SER j �V• :
E
r . Ai
�.'�� . > ...._ � >, L... - � ._ _ . �• � ._ ._ ..._ .. �. - - %.; 0 ; SE _.......) W C .
AE
* i` i'( tit i! * ik ?. f! 4f i! Y in it 0 I - it i`F 4 4 •i't M' ik 4 it 4 ik id i0 it 4.i+ •d# i* I • Y iK Y. 1# 4 , A + 4 i! a'1 .. •r 5 #
. A PROCESS FR:' E. C _'
) , i ! ) ivt,tP T t 'r r .c. ._i.: �i 1 �.YitM•:...._ ._ r i . :1... .`_ L C'- .ter• i
) i )uSINS Ci'3ts; 7•' 1_'.' _. ._ �. .�:�7w.:. i% ..r te... 1.. �:`. L` `.-'. .-.._�. ._..• .._ _:. rv. ':
® SJ L: T_T LI_ .'•rl. /•.- . •• ._. .L. � .�.`. T•�r. i.. :EE-11 r.`. L. •..2�1
-
_;
NCLI __ ._ ... \;_: ".. _: is ._. Yv. ,.... r. :_.. 2 . ..
. .a. .t4 ` -is .... . = . . .._..
*********0*-1 -0-*4***************************
P_Cp. P;;OC2S5 FAD NODE sss.ez TO NODE s5.ez Is CODE =
------
))))>ADD:TION OF SUBAREA TO MAIN.../NE PEAL FLOW4444‹
25.ee YEAR RAIN7=A—L INTENSITY(INCh/hOUR) = 2.948
C_ASSI7ICciTIO'‘. 1S "A"
CON"r,ERCIAL DEVE—OPMENT RUNOFF COEFF:CIENT = .8287
SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 26.87
TOTA_ AREA4ACRES) = 4a.70 TOTAL RUNOFF4CFS) = 108.42
TC4MINY = 12.53
************40*******404*4****************************************************
PLOW PROCESS FROM NODE 998.10 TO NODE 95. IS CODE = 8
----------- ---------
))))ADDITION OF SUBAREA TO MAINLINE PE AX FLOw<4<(<
a5.oe YEAR RAINFA—L INTENSITY(INCH/HOUR) = 2.948
SOIL. C_ASS:FICAIIO IS "A"
CO DEVEL0='MEN RUNOFF COEFFICIENT = .8287
SiEr4REA AREA.PRZEO = 5.at0 EIfiAREA R—INOFF4CF.S) = 12.95
AREP4AC=;E3) = 47.ez TO RUNO=F4CFS) = 121.37
— 12.53
T: Z4 =
- — - - -
c'E:2 \»" rrC; r-Ov7L=7NrE.f.f<<4
--------------------- _ --------------------------------------------
L
=
= =
,4*4**AW**A**A0-04X4*,14***0**0-4.0*****0.11M*****A**4***A*0**0.1
=2 - 2 - 7
__ --
= -
VtiAlr,VrI**ROAVe,-A,
)))))DESIGNA
)))/>AND COMPUTE VA
USE ; E
- - C.L7
INTES: =
40 — 07A— STREW A (AZsi;EE., = 7.
AT -
;217_.\
4C (1"el 4:NZ-ira_R;
_ _ _
4 £[..).%11f
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
FORMULA(SEC) USED FOR 2' STREAMS.
VARIOUS CON= RUNOFF VALUES ARE AS FOLL0i
217.54 az
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFFC=S) = - " 4 1 4MINJ7ES) =
TOTAL AREA4ACRES)t
16.270
*******4***********************4********4*****************V*****************
FLOW PROCESS FROM NODE 95. TO NODE 94. IS CODE =
)))))COMPUTE PIPEFLOU TRAVELTIME THRU SUBAREA4<<<<
>))))USING COMPL7E-ESTIMATED PIPESIZE .NON-PRESSLcC P-04)4:4:<
DEP7H OF FO w *1;4 7Z.0 INCH PIP:: IS 57.e INCL1LS
PIPEFLOW VELOCITY(FEET/SEC.) = 9.5
UPSTREAA NODE ELEVA710% = lasa.oz
DOWNSTREA" NODE ELEVATION = S6. 2'
FLOWLEN0 = 610.00 MA4NINGS N
ESTIMATED PIPE DiAMETER(INOh) = 7z.ee NJMBER OF PIPES = 1
PIPEFLOW 7HRJ SJBAREA(CFS) = ZE6.64
TRAVEL T1MEiMIN.) = 1.e7 Tcw1N.)
******00****A4*44**A44****4**4****41**********4(4.041**APM4g-*4t0.4*i*4****)
FL.Ow PROC.:LSE) FRL NODE S', N,LE S4. .S - 6
)>WADDITION 0= SLBAREA TO MAINLINE PEA-1 =_Oi4M4‹
-
25.4ze YEAR RAIN7A IN'EN21TY4INC'-/r0-ri = E. 4E6
4:1) SOIL C IS "A"
COMMERZ:IA =
SUBAREA ARLA:ACRES) = 6•00 SUBAREA k,.NDFF4U- = 16.00
TOTAL R3EE :4 TOTL RJNO =
TCW110 = 17.2
*.****4*#***W**4
FOW PRCCE51 SS C NOZE .L
OF SUBAREA TO MAINLPI.E PEA: =L_Ot...<<<<4
-==
as.00 YEAR RAIN=ALL 1NTENEITY4INC)-,/hOJA:) =
SOIL CLASS:=ILA7I0%. IS "A"
COMMERCIAL DEVZLOPMENT RJNO=F COEFFICIENT = .6E41
SUBAREA AR-IA(ACRES) = a.90 S.JBAREA kuNOr;::C=5/ = 3.80
TC7A- AiEP4P:Fs.EEi = 1:4.EZ TCL. kJNO 1
TCOIIN) = 17.34
FLOW PROCESS FR::'1' NO= 94. TO NODE 52.00 IS CODE = 3
>)>))COMPUTE PIPE=L04 TRAVEL TIME THRJ SUBAREA4:4.f<
)W.)USING COMP:."'IR-ES1IMATLZJ PIPE:SIZE :NON-PRESSURE FLOW411) -
DEPTH ' FLOW IN 62.0 INC7 1 PIPE IS 47.7 INCHES
P1PEFLOW VEOCITY(FEET/SEC.1 = 14.1
UPSTREAM NODE ELEVATION = 1256.00
DOWNSTREAm NODE ELEVATION = 125z.eo
FLOWILENG7h:FEET = 690.00 MANNING'S N
ESTIMATED PIPE DIETER(INCH) = 63. NLMBER OF PIPES = 1
-r -n trJr,,nznirsz-cs
a I
**********************************************************#*****************
FLOW PROCESS FROM NODE 986.00 TO NODE 93.00 IS CODE = B
))))}ADDITION OF SUBAREA TO MAINLINE PEP, FLOW‹<444
es.00 YEAR RAINFALL INTENSITY4INCH/HOUR) = 2.361
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8234
SUBAREA AREA4ACRES) = 8.90 SUBAREA RUN3FF4CFS) = 17.30
TOTAL AREA(ACRES) = 123.40 TOTAL RUNOFF4CFS) = 265.73
TC(MIN) = 18.15
****************************************4***********************4(***********
FLOW PROCESS FROM NODE 998.30 TO NODE 93.00 IS CODE = 8
)))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<4
25.00 YEAR RAINFALL INTENSITY4INCH/HOUR) = 2.361
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8234
SUBAREA AREA4ACRES) = 2.20 SUBAREA RJNOrF4CFS) = 4.28
TOTAL AREA4ACRES) = 125.60 TOTAL RUNOFF4CFS) = 270.01
TC4MIN) = 18.15
***************A*********4**************************************************
FLOW PROCESS FROM NODE 93.00 TO NODE 92.00 IS CODE = 3
)))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA4<<<<
4.7;
)))))USING COMPUTER-ESTIMATED PIPESIZE 4NON-PRESSJPE PLOW){4444
DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.2 INCHES
PIPEFLOW VELOCS7W4FEET/SEC.) = 13.9
UPSTREAM NODE ELEVATION = 1250.00
DOWNSTREAM NODE ELEVATION = 1245.00
FLOWLENGTH4FEET = 630.00 MANNINGS N = .013
ESTIMATED PIPE DIAMETER4INCH) = 66.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA4CFS) = 270. Oa
TRAVEL TIME4MIN.) = .75 TC4MIN.) = 18.90
*****#*4******44*************************4**4A*****4(***.V***4**4*************
FLOW PROCESS FROM NODE 985.00 TO NODE 92. Q IS CODE = 8
)))))ADDiTION OF SUBAREA TO MAINLINE PEA FLO.,!‹4‹<<
25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.304
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8227
SUBAREA AREA4ACRES) = 7.90 SUBAREA RUNDFF4CPS) = 14.97
TOTAL AREA4ACRES) = 133.50 TOTAL RLINOFF4EFS) = 284.98
Tc(mIN) - 18.90
*********************************44****************************************4p
FLOW PROCESS FROM NODE 998.40 TO NODE 92.00 IS CODE = 8
)))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW‹<<<4
-----------------------------------------------------------------------------
25.00 YEAR RAINFALL INTENSITY4INCH/HOUR) = 2.304
SOIL CLASSIFICATION IS "A"
inMe'E.CTG"'%'r
.segtVitssr-r, -- za‘.1
TOTAL AREACACRES1 = 135.50 TOTAL RUNOFF(CFS) = e88.77
TCMIND = 18.90
**********40***************************************************40**4
FLOW PROCESS FROM NODE 92.00 TO NODE 91.00 IS CODE = 3
)>>>)COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA(44<4
>>)>TUSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<((<4
DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.5
UPSTREAM NODE ELEVATION = 1245.00
DOWNSTREAM NODE ELEVATION = le4e.eto
FLOWLENGTHWEET) = 660.00 MANNINGS N .013
ESTIMATED PIPE DIAMETER(INCH) = 75. NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 88.77
TRAVEL TIN.) = .96 TCMIN.) = 19.86
*****iF ****4***4*** i4*************************************io ,F**4**4***4****
FLOW PROCESS FROM NZtDE 984. TO NODE 91.00 IS CODE = 8
)))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW‹
25.00 YEAR RAINFALL INTENSITY4INCH/HOUR/ = 2.236
SOIL CLASSIcr:CA IS "A"
COM!nERCIA_ IDEVE-07'ME7 RI,NOFF COEFFICIENT = .82,9
SUBAREA AREA4AZRZ:S) = 6.00 SUBAREA RJNOFF(CFS) = 11.03
TOTAL AREA:ACRES) = 141.50 TOTAL. RUNOFF4CFS) = 299.8C
TON) = 19.86
*******44(***4-0*40****104****0-***44t**A4(*0**04*****44*****K**V*
FLOW PROCESS FROM NODE 998. TO NODE 91.00 IS CODE = 8
----------------------------------------------------------------------------
)))))ADDITION OF SLE 7C MAINLiNE PEA X FLOW444<<
EE.OZ YEAR CATN; INTENSITY(INCOUR) = E.236
SC: :s "A"
COE
SUPFRE: ARZA(AO:ES Z.1Z S,_ = 3.SO
TO7A_ PACE) = 142.6Z TOTAL RUNOr-F‘CFE) = 32.3.66
TC011'0 19.S6
***A*0*4.*M*V#**A*.0****14**4***11**44**A***0*44
F-Op. PROCESS FACY: NOD 91.0Z TO NODE 9-.0Z IS CODE = 1
------------
INDEPENDENT STREAA FOR CONFLLENCE<444:
CONFLUENCE VALUES USED FOR INDEPENDENT STREA 1 ARE:
TIME OF CONCEN7RATION(MTNUTES) = 19.86
RAINFALL INTENSITY (INE.h.GL
TO STREAM AREA 4ACRES) = 142.60
TOTAL STREAM RL'NO= A CONFLUENCE = 303.66
***4(*.p*m*.p****-0//#****************A**K4*******41*-ms**Allo******m***.x**4*re
F-OW PRO FROM NODE 91.ZZ TO NODE 9*.00 IS CODE = 7
i-st.DR.D-OGY INFORMATION AT NOD24<<4:
USFR-SPOO;r:ED VALUES ARE AS FOLLOWS:
Th-r\c4 = =
- • L ' H -- 1= i ic3. L;o
UPSTREAM ELEVATION = 1248.00
DOWNSTREAM ELEVATION = 1229.50
ELEVATION DIFFERENCE = 13.50
TC = . 303* z t 1 i2. 00*•x•3) / ( 1 a. 5o) 3 * *. e = 12.315
c....$.00 YEAR RAINFALL INTENSITY (INCH/HOU >R) = E.979
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELO:'PENT RUNOFF COEFFICIENT = .6293
SUBAREA RUNOFF t C.== S) = 4.69
TOTAL AREAIACRES) = 1.90 TOTAL RUNOFF(CFS) = 4.69
*if * it
�• �••�• it• iti<# *it****at•• x yx•+ t• x•***+t*ie•**.x•x•*x•ae** ie•
•� * it it it **A** •r.- i! * it * 7! * * iE * N i(• it •IF it iI• iF ih it i(• ik it * * it *
FLOW PROCESS FROM NODE 98,L,. 2 TO NODE 9E2: EZ IS CODE
)))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE (< ( <
))))) AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES (((( (
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: - -- -- -- - -- - - - --
TIME OF CONCENTRATION 4MINUTES) = 12.31
Rf:I;� =ALL. I4TEi':SITY /.INC.H.. /:tDUR) •= 2.56
TOTAL STREAM AREA (ACRES) = 1.90
TOTAL S T REA e. Ri1NO F /,CFS) AT CO'.r=LUENC:E = 4.69
CON: - LUENCE IN ON
STREAM RUNOFF TIME INTENSITY
NUMBER (CFE.) (*:I ^:.) (INC-OUR)
1 1 i4s. 9.c?• 2-.29 a . c
4.69. 1::.a1 E.979.
RAINFALL INTENSITY AND TIME OF CDNCEN i I O
FOR:"t'ii: -A (SBO) L iED FOR ; STREAMS.
VARIOUS CO`ti-- LUENCED RLNO =F VALUES ARE AS FOLLOW :
445.32 259.11
COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS:
RLN0= (CFes) = 445.3E ! : .; - dE (rf i ES) =
TOTA- AREA(ACRES) = EZ1.62
*it**tit*ii•**it{ fib• a: s!*{*** i 41** o*.. i' b• if*** it i�tit R oftiF * i! ii
FLa < < R : o E FRO'' :: -- - T O NODE 603.:(2* . `. � O -. -
_K Y• t_- :-��:_ f i•r ._��� �•! .,�. ice• r v :auL/:: .. - :ODE = .
>)) ) > CCMPU"E PIPEF.OW TRAVEL T XME�•- THRU SUL�AREP `: ( ( ( ( ��••••
) ) > > ) L S'fG Lti-TER
• ,'. r. . EST. -LS - f I:MA'1 ED PIP ., ES LE tNL 4--P SSL:.i . w) . . < <
(
DEPTH OF FLOW IN 811.0 INCH PIPE IS 63.9 INChES
PZPEF_OW VE-C TY (FEET /SEC. ) = 14.7
UPS t REA :+: NODE E L:.VAT; ; ON •= 122'. 531E
.� - _
JJ t.�Yi �V .�.• S': ai �i: ". �a a.. <L .= = s ii • a • �� \''
FLO .JLENOTr (FEE>) = 1270.00 i't MANN I NOS N -•• . o
ES IMATLD PIPE DIAMETER(INC -) _ 61.00 N -IMBER PIPES
PI PEFLOW THRU SUBAREA (CF S) = 445.32
TRAVEL TIME (MIN. ) = 1.44 f C (MI,N. ) = 2%.83
****** ********it*iti+ 4 x *** 0 x *it * itit it**** * it**it** * **it••k **** ii*it** *ii•**it** * ** *itit0
FLOW PROCESS FROM NODE L�,�'3. 1�: TO NODE 603.1Z I S CODE = 8
4 111°
)) > >) ADD I T i ON OF SUBAREA EA TO MAINLINE PEAS( FLOW < (< < (
.==5. YEAR RPiINFAL.L INTENSITY (INCH /HOUR) = 8.057
SOIL CLASSIFICATION: IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT == .6194
SUBAREA AREA(ACRES) = 17.30 SUBAREA RUNCFF (CFS) _ 29.16
TQTc Lleag /C27-Rr c, i = cio 'rTCSs A ll» rc'c ,
******************************************************o********************e
FLOW PROCESS FROM NODE 998.70 TO NODE 603.10 IS CODE =
------- - --- --
))))>ADDIT/ON OF SUBAREA TO MAINLINE PEAX FLOW44444
_
YEAR RAINFALL INit.NSITY4INt-hihOUp0 = 2.057
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8194
SUBAREA AREA4ACRES) = 4.20 SUBAREA R-INOFF4CFS) = 7.08
TOTAL AREA4ACRES) = 243.10 TOTAL RUNOFF4CFS) = 481.56
Tr...4MIN) = 22.83
FLCK.. PROCESS F NO CO2..0 TO NODE 6e3.1C :S COLE = 1
- - ---------------
)>>)>DESISNATE INDEPENDENT STREAM FO A1 CONFLUENCE4<444
CONFUENCE VALUES USED FOR INDEPENDENT STREAM I ARE:
71 OF CONCENTRA = C:2.82
RAINFALL INTENS:TY 4INCh./hOLJR) = 2.e6
707A.- STREAM AREA 4ACRES) = 243.10
TOT- STREW R,2NOFF(CFS) AT CONFLUENCE = 481.56
**** •
FLC,4 TRLOEcS FROM NOD": 6e3.12, TO NODE 6e3. 1e IS CDE - 7
))>)USER SPES:FIED IN":"CATIC' AT NOLL:44:
400 USER-ST:EC.'FIED VA...CE AS F-U-:-Co,E:
T CCv: - ■,; = 21.77 =
TC'TA- n - C:kt:'S.72 Ti RLNO-TF(CFS) = .ZSZ.1.9
**A**
F-0.4 P=4: FAL NCDF Etza.;e 70 NODE 6. I2 IS CODE = 1
r:C=-,_ENC.S<<:<4
C:;Nr-La\fLE "'On
7:ME CF Ca E..77
RA:;■.FAL INTENSITY =
TCTA TREA AREA -
7L.•s=s_ S7: -
CCENCZ INFOATIO\:
R-NOT":
(CFS)
48.1. 56 - 62 a. CS?
RA:N-L INTENSITY ANS 7:!''Z OF CO.,:::NTRATICN A,7::
-• • r- •, US2D FOR a SRES. •-•
4
YARIC,S CONFLUENCED ROFF YA-UES ARE AS FO--CWS:
r CSNT-JENCE ESTIMATES ARE AE
154s.ar -
TCTA- AREA<ACREE; =
Ne
RAMFFWAhlkftlaAP:6
FLOW PROCESS FRO NODE 603.10 TO NODE 604.10 IS CODE = 3
PIPEFLOW TRAVELTIME THRU SUBAREA‹<444
)>)))USINS COMPUTER-ESTIMATED PIPESIZE .NON-PRESSURE FLOW>44:4(
DEPTH OF FLOW IN 144.0 INCH PIPE IS 106.1 INCHES
(;) PIPEFLOW VEs-OCITV4FEFT/SE3.:( = :7.3
UPSTREAM NOD:- ELEVATION = 1:-Z1.00
DOWNSTREAM NODE ELEVATION = 1215.00
FLCWLENGTH(FEET) = 1370.ZZ MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCHY = 144.ez NUte.BER OF PIPES = 1
PIPEFLOW THRU SBAREA4CFS) = 1549.36
TRA)E... TIME4M2N.:( = = a3.0S
•
***********************************************4!**********************14****14
• PRZLESS FROM N3DE 644.00 70 NODE 604.1Z IS CZ E = 6
SLiBAREA TO MA:NLINE PEAM
ES.OZ YEAR RAINFA....- INTENS:TY‘INCm/HOLIR:e = 2.04a
• C.-ASSIFICA713,;. IS "A"
COERZ:AL CLEFFICIEN7 =
SUEV4RZA ;:-.:REA(A2SE5) = 1E.30 SJEAR:ZA RjNDFc =
= RL =
CY3
4.00
• ;-R:CESS FY NDDE 0 7 0 Za 64. :E 3CDZ =
3 E 7:
•
7 -LA
SD:-
-
=
, , r rr 6 t• •••• 1 -6 r ,f 6 r- r r . r r , . ,
S2.2. —
— - - - _
7 — - —
=
:E =
= L.47242
L17.1_
=
= =
sc. - . 1 _ — 2 7 ) .7 L •E 7
• :
#4'*44114.**-4W A 44.1.4 ** 04 #A 0 *** 174 h/flit********0 — A*AA*4.0*A****************,4*******It**41ER
C.4 L t 22 6Z4.a2 7 Nnnr= 64., 52 :S C2DE =
-----------------------
>>>>>..E:\: 2C)Y F-C.5w>4
4:1)
= Za.6
NODE LL_L-Z2
D20.."\E7REAM NODE" =
?J \ :N4 .
2.1 ". ; -
7
_ - . ; Z
EE : F - r
;>;LE
‘,.:.__ZZ _CZ: :. .2;
C.:
L.Z_
: 7 : 7 .2 :'CCZ r,
4
-
*Ifit yrve
G 7 7_
> > >
_
, •• .‘• / .CE*
727r_.
=
C:NF,_JENCE
STiiZAM RUNOFF
N.:MSEA (OFS:f
1588.E7'
a' 'is. EfL. 2- •
N7ENSI7 C*
!SEC> USEL
EZN* P, FE
:7a7.?.. 12:C2. 4,7
- ED LOT: pj 4%5
arC147.7!,
440,*4414 ***** 444 *********i474***4******itio***********A*A*A***,4*AAK*4*Anv,
FLOW PROCESS FRO Y NODE SO4.50 TO NODE ses.ez Is ccp
-------------------------------------------------------------------------
P:PZ TRAVE- S..SAREA<<<<4
).1.).1.)LSINS CO;%';L*TER—ESTIMATED P:PESIZE w,..0,0444<(
(Q DET OF FLD,4 IN: 144.Z :S
PIPEFLOW VELOCITV4FEETISEO.) = IS.S
UPSTREAM NODE E—EVATION = 12CD.CZ
DOWNSTREAM NODE ELEVATION = 1206.00
FLOWLENGTH4FEET) = S20.0Z MAit.;t.:NOS N
ZS PIPE = I44.ZZ = •
PIPEFLOW THRU SUSAREACFS) = 17S7.74
TRAVEL TIY,E(Y:N.) = .44 7C<N.) =
*****W*** * * * 4 *A*A* 0 itil*** 4 ** 44 ****** 4 4**i#**MK**14 - 040*4KAA***A4-*#g*If*****4 , 44A0de
F—OW PRrOESS NO:3T EZS.10 — C NZ 62.S.CZ :e czza =
Cr S—SA T Nl EAL'.
= I.S3,
:S
OCE =
=
J oo, S—L,=J:27.4
7CA_ - = IZZL..1C
=
*
— 0 P.:JD:: :E CO:: =
C E.:-s, •r ;-"'EA-;
-E:'l: -2 •
';‘
COEr- =
SLZAREA = 4.LZ =
ThL P = 7: —
=
• ; ti—" =2. a. . IC N....D..: SZS.4.. =
---------------------------------------------------------------- ----------
LE Or:" 13Z.0 :S
t.::-201•"Vf=t:
• STEM NODE E—EVAT:L■. = 120G.021
DOWNSTREAM NODE E—EVA = .1.ZZ4.CZ
FC4_ENGTH(FEET 2.s .Z-3
ES PIPE DIA" = 1LZ.CZ
PIPC=,_OW THRU SULA7cEA(OFS ) = 1Glz.e7
TFAYEL TIM:(M:N.) = .1C = Z4.CL
ODD
• PROZ=EC N:DE EeE.Lz TO NOD:: EZL.4Z :S OZ. =
C SLZA TO PEA-t T<;
C czc,
a
Ji.jia... 1.ra■Y 164 T1
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COL ..CIENT = .6915
SUBAREA AREA(ACRES) = 10.0 SUBAREA RJNOFF4CFS) = 13.72
TOTAL AREA(ACRES) = 1017.80 TOTAL RUNOFF(CFS) = 1823.78
TC(MIN) = 24.26
(;) FLOW PROCESS FROM NODE 636.40 TO NODE 62 C0 IS CODE = - a
)))))COMPUTE PIPEFLOW TRAVELTIYZ THRU SUBAREA )>)>>USINO COMPUTER-ESTIMATED PIPESI2E NN-PRESSURE FLOW) (44((
DEPTH 07 FLOW IN 123.0 INCH PIPE :S S4. INCHES
PIPEFLOW VELOCITY4FEETISEC.) = 13.8
UPSTREAN NODE ELEVATION = 1234.00
DOWNSTREAM NODE ELEVATION = 12021.00
FLOWLENGI'kz4F2E:) = 11f52'.00 MANN: NOS N = .0:3
ESTIMATED PIPE DIAMETEA(INCH) = 120.00 NUER OF PIPES = 2
PIPEFLOW THRU SUBAREA4CFS) = 1E123.78
TRAVEL TIME(MIN.) = 1.39 TC(MIN.)
414
FLOW PROCESS FROM NODE 606.10 TO NODE S36.00 :S COLE = 8
----------------------------------------------------------------------------
)>>>>ADDITION OF SUBAREA TO MAINLINE PEA FLO<(((
25.00 YEAR RAINFALL INTENSITY4INCH/hCU . 9-8
SOIL CLASSIFICATION IS "A"
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6861
SUBAREA AREA (ACRES) = 9.80 SUBAREA RJNOFF4CFS) = 12.q0
TOTAL AREA(ACRES) = 1027.60 TOTAL RUNOFF(CFS) = 1836.88
471) TC(MIN) = 25.65
FLOW PROCESS FROM NODE 58.30 TO NODE 606.00 IS CODE = 8
- - - - -
))))>ADD/TION OF SUBAREA TO MAINLINE PEAK FLOWM<(
________.___.____________========
25.00 YEAR RAINFALL INTENSITY4INCH/HOUR) = 1.918
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6172
SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF4CFS) = 1.25
TOTAL AREA4ACRES) = 1028.40 TOTAL RUNOFF(CFS) = 1837.93
TC‘MIN) = 25.65
FLOW PROCESS FROM NODE 999.10 TO NODE 606.03 IS CODE = 8
--- -
)))))ADDITION OF SUBAREA TO MAINLINE PEAre. FLOW444<<
- --- __
25.00 YEAR RAINFALL INTENS1TY:4NCH/HOUR) = 1.98
SOIL CLASSIFICATION IS "A"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8172
SUBAREA AREA(ACRES) = 4.40 SJEAREA R\i"='=:C=r(''') = 6.9:
ID TOTAL AREA ACRES) = 1032.80 TOTAL A,NO ,- -,S44.:1-2
TC(MIN ) = 25.65
00M.
FLOW PROCESS FRO:7, NODE 63:1.4.'2 70 NODE 600,33 IS CSD = -
---- - -----
s.,,,Nijt-P• ii .l• � 7 Hi L:L1IV! =
CONFLUENCE INFORMATION:
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
3 2328.29 29.67 1.756 - - -
11 0 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
FORMULAtSBC) USED FOR 1 STREAMS.
VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:
2328.29
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFF(CFS) 2328.29 TIME(MINUTES) = 29.665
TOTAL AREA(ACRES) = 1397.00
END OF RATIONAL METHOD ANALYSIS
®
•
01711)
• i