HomeMy WebLinkAboutOn Site Hydrology
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;;1?Lf73
ON SITE HYDROLOGY/HYDRAULIC CALCULATION
FOR
TEMECULA CORPORATE CENTER
CITY OF TEMECULA
Prepared by
KCT Consultants, Inc
4344 Latham St, Suite 200
Riverside, CA
92501
Tel: 951-341-8940
Fax: 951-341-8945
KCT Work Order: 1330-01
1~2~-l.JG
Tiegang ,
RCE No. 67839, Exp. 6-30-07
Date
\
PM ?fUl7':l,
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Section 1
I Section 2
I Section 3
Section 4
I Section 5
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TABLE OF CONTENTS
Introduction
Maps and Tables
Hydrology Analysis -- Rational Method
Hydraulic Calculations
Hydrology Map
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Introduction
The project is proposed by the PRES Companies to develop approximately 12.7
acres commercial buildings. The project site is located at Via Industrial between
Rolck Dr and Rio Nedo in the City of Temecula. A vicinity map showing the
vicinity of the site is included in this report.
The purpose of the hydrology study is to determine the amount of storm water
runoff tributary to the proposed development Onsite storm drain system can be
designed based on the results.
The purpose of the hydraulic study is to size proposed storm drain system based on
hydrology study results.
Existing Condition:
The project site has already been rough graded with moderate growth of grass
and is divided into two parts by Via Industria. The part to the west of the
street is at the toe of a cut slope of a hill. A existing v-ditch runs from north to
south on the top ofthe slope and will intercept the storm water from the hill.
The part to the east of the street is sloped to west at a general grade of2%.
The Via Industria is fully improved with curb, gutter ,catch basin and
underground storm drains. There are two existing storm drains, 18" and 48"
respectively, on Via Industria, which are originated at the cut slope to receive
storm water from the V-ditch.
Proposed Condition:
Buildings, roads, parking lots and landscapes are proposed for the
development project
The proposed onsite storm drain system include two 18" and two 24"
underground storm drains as well as catch basins, grated inlets and gutters.
Major portion of onsite storm runoff will be collected by surface storm drain
system and then enter underground storm drain pipes through the inlets. The
remaining portion will drain directly to the Via Industria and then to existing
storm drain via street inlets. Please see hydrology map for detail.
The two 18" storm drains will connect to the existing 18" storm drain and the
two 24" storm drains will connect to the existing 48" storm drain. Storm water
treatment facility is proposed on all four storm drains to treat storm runoff as
required by the County of Riverside Flood Control and Water Conservation
District. Treatment facility is sized based on the District's BMP Design
Manual
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Methodology
Rational Method:
The Hydrology Study was performed in accordance with the current Riverside
County Hydrology Manual. The 100-year and I O-year discharges at each inlet
were computed by generating hydrologic "link-node" model that divides the
area into drainage sub-areas. Each of these sub-areas is tributary to a
concentration point or hydrologic "node" point as determined by the site
layout. The peak storm flows (Q10 and QIOO) at these hydrologic "node"
points were computed using the computer software program developed by
CNILCADD/CNILDESIGN Engineering Software, Version 6.4. The
following assumptions and guidelines applied for use of the Rational Method:
. The soils map from the hydrology manual indicates that the study area
is primarily group "B" soils. Soils ratings are based on a scale of A
through D, where D is the least pervious, providing the greatest storm
runoff. The hydrologic soils group map is included in the report
. Development cover type is commercial
. Rainfall data as taken from the hydrology manual
o Slope of intensity curve = 0.55
o 10 year 1 hour rain fall = 0.88 inch
o 100 year I hour rain fall = 1.30 inch
. Antecedent Moisture Conditions (AMC): as stated in the Hydrology
Manual And Detention Basin Policy And Design Criteria, for the
proposed condition, AMC II will be used for the 10-year return period
and AMC III will be used for lOa-year return period.
Water Surface and Pressure Gradient Package (WSPGW)
Hydraulic Grade Line (HGL) of underground storm drain (pipelbox) was
computed using Water Surface and Pressure Gradient Package (WSPGW)
developed by CNILDESIGN Engineering Software, version 14.05. The
computational procedure is based on solving Bernoulli's equation for the total
energy at each section and Manning's formula for the friction loss between the
sections in a reach. The open channel flow procedure uses the standard step
method. Confluences and bridge piers are analyzed using pressure and
momentum theory. The program uses basic mathematical and hydraulic
principals to calculate all such data as cross sectional area, wetted perimeter,
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normal'depth, critical depth, pressure and momentum. The water surface
super-elevation caused by channel curves are calculated and plotted using the
equations and methods listed in the Los Angeles County Flood Control
District Design Manual, Hydraulic.
The channel or conduit system is divided into the following elements: system
outlet, reach, transition, junction, bridge exit, bridge entrance, wall entrance
(sudden contraction), wall exit (sudden expansion), and system head works.
Each element is internally assigned a number and the user provides the station
and invert elevation for each element. The program determines the distance
between elements by the difference between stations. Additional intermediate
"points" between elements are internally set by the program whenever the
velocity head between two points exceeds 10 percent. Up to 200 additional
points may be set between elements. The input data must consist of at least
three elements (system outlet, any other element with distance, and the system
head works).
Results And Discussions
The hydrology analysis result shows that about 13.2 cfs storm peak flow (lOO-year)
will enter the existing 18" storm drain and 26.3cfs storm peak flow (lOa-year) will
enter the existing 48" storm drain.
The hydraulic grade 1ine(HGL) calculation on proposed storm drains shows that
HGL in proposed storm drain is under the proposed finish surface and it can be
concluded that proposed storm drains are adequate.
Hydraulic calculation also indicates that all onsite inlets are adequate.
Detailed calculations and results are included in this report.
-5
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MURRIETA
~,
N.T.S.
2003 THOMAS BROTHERS GUIDE, PAGE 958, GRID E-6
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LEGEND ~ HYDROLOGIC SOILS GROUP MAP
SOILS GROUP BOUNDARY FOR
A SOILS GROUP DESIGNATION
RCFCaWCD t.URRIETA ~
HYDROLOGY IvlANUAL ~-~
0 FEET 5000
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 02/21/06 File:ratlO.out
Hydrology Study Control Information
**********
English (in-lb) Units used in input data file
Program License Serial Number 6025
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) =
10.00 Antecedent Moisture Condition
2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ) area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = O.880(In/Hr)
100 year storm 10 minute intensity 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 245.000(Ft.)
TOp (of initial area) elevation = 51.880(Ft.)
Bottom (of initial area) elevation = 46.640(Ft.)
Difference in elevation = 5.240(Ft.}
Slope = 0.02139 s (percent) = 2.14
TC = k(0.300)*[{length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.845 min.
Rainfall intensi~y 3.168(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.886
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.100; Impervious fraction 0.900
Initial subarea runoff = 4.349(CFS}
Total initial stream area 1.550(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to point/Station 103.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 42.640(Ft.)
Downstream point/station elevation 41.740(Ft.)
pipe length 180.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 4.349{CFS)
Nearest computed pipe diameter 15.00{In.)
Calculated individual pipe flow 4.349(CFS)
Normal flow depth in pipe = 11.70(In.)
; Flow top width inside pipe = 12.43{In.)
Critical Depth = 10.14(In.)
Pipe flow velocity = 4.24(Ft/s)
Travel time through pipe = 0.71 min.
Time of concentration (TC) = 6.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
(O-'(~AfZ.
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Initial area flow distance = 110.OOQ(Ft.)
Top (of initial area) elevation = Sl.620(Ft.)
Bottom (of initial area) elevation = 49.500(Ft.
Difference in elevation = 2.120(Ft.)
Slope = 0.01927 s(percentl= 1.93
TC = k(Q.30Ql* [(length^3)/(elevation change}]^O.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity 3.452(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction = 0
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.100
A 0.000
B 0.000
C 1. 000
D 0.000
69.00
.100; Impervious fraction
2.448{CFS)
0.800 (Ac.)
0.900
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to point/Station 203.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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upstream point/station elevation = 44.500(Ft.)
Downstream point/station elevation 43.200(Ft.)
pipe length 2l5.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 2.448(CFS)
Nearest computed pipe diameter 12.00{In.)
Calculated individual pipe flow 2.448(CFS)
Normal flow depth in pipe = 8.77(In.)
Flow top width inside pipe = 10.65(In.)
Critical Depth = 8.03(In.)
Pipe flow velocity = 3.98(Ft/s)
Travel time through pipe = 0.90 min.
Time of concentration (TC) = 5.90 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.800(Ac.)
Runoff from this stream 2.448(CFS)
Time of concentration 5.90 min.
Rainfall intensity = 3.151(In/Hr)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/station 301.000 to point/station 302.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance = 100.OOO(Ft.)
TOp (of initial area) elevation = 49.950(Ft.)
Bottom (of initial area) elevation = 49.190(Ft.)
Difference in elevation = 0.760(Ft.)
Slope = 0.00760 s(percent) = 0.76
TC = k(0.300)*[(length^3}/(elevation change)]^0.2
Initial area time of concentration = 5.023 min.
Rainfall intensity 3.443 (In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil (AMC 2) 69.00
Pervious area fraction = O.lOOi Impervious fraction 0.900
Initial subarea runoff = 1.526(CFS)
Total initial stream area 0.500(Ac.)
Pervious area fraction = 0.100
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 203.000
**** PIPEFLQW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation =
Downstream point/station elevation
44.190 (Ft.)
43.300 (Ft.)
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Pipe length 45.QQ(Ft.) Manning's N = 0.013
No. of pipes 1 Required pipe flow 1.526(CFS)
Nearest computed pipe diameter 9.0Q{In.)
Calculated individual pipe flow 1.526(CFS)
Normal flow depth in pipe = 5.32(10.)
Flow top width inside pipe = 8.85(10.)
Critical Depth = 6.83{In.)
Pipe flow velocity = 5.62{Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (Te) = 5.16 min.
++++++++++++++++++++++++++++++++~+++++++++++++++++++++++++++++++++++++
Process from point/Station 302.000 to point/Station 203.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = O.50Q(Ac.)
Runoff from this stream 1.526(CFS}
Time of concentration = 5.16 min.
Rainfall intensity = 3.394(In!Hr)
Summary of stream data:
Stream
No.
Flow rate
ICFS)
TC
(min)
Rainfall Intensity
(In!Hr)
1
2
Largest
Qp =
~=
2.448 5.90
1.526 5.16
stream flow has longer
2.448 + sum of
Qb Ia!Ib
1.526 * 0.929
3.866
1.417
3.151
3.394
time of concentration
Total of 2 streams to confluence:
Flow rates before confluence point:
2.448 1.526
Area of streams before confluence:
0.800 0.500
Results of confluence:
Total flow rate =
Time of concentration
Effective stream area
3.866(CFS)
5.900 min.
after confluence
l.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to point/Station 204.000
**** PIPEFLOW TRAVEL TIME (program estimated size) ****
Upstream point/station elevation = 43.300(Ft.)
Downstream point/station elevation 42.900(Ft.)
Pipe length 75.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 3.866(CFS)
. Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 3.866(CFS)
Normal flow depth in pipe = lO.34(In.)
Flow top width inside pipe = 13.89(In.l
Critical Depth = 9.54{In.)
Pipe flow velocity = 4.29(Ft!s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 6.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 204.000
. **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = l.300(Ac.)
Runoff from this stream 3.B66(CFS)
Time of concentration 6.19 min.
Rainfall intensity = 3.069(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 260.000{Ft.)
TOp (of initial area) elevation = 51.820{Ft.)
Bottom (of initial area) elevation 50.520(Ft.)
Difference in elevation = 1.300(Ft.)
Slope = 0.00500 s (percent) = 0.50
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TC = k(O.30Ql* [(length^3)/(elevation change)] ~O.2
Initial area time of concentration = 8.004 min.
Rainfall intensity 2.665(In/Hr) for a 10
COMMERCIAL subarea type
Runoff Coefficient = 0.883
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
RI index for soil(AMC 2)
Pervious area fraction = 0
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.100
.0 year storm
0.000
0.000
1.000
0.000
69.00
.100i Impervious fraction
1.813 (eFS)
0.770 (Ae.)
0.900
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 204.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation ~ 45.520{Ft.)
Downstream point/station elevation 42.900(Ft.)
Pipe length 75.QO(Ft.) Manning's N = 0.013
No. of pipes ~ 1 Required pipe flow 1.813{CFS)
Nearest computed pipe diameter 9.00{In.)
Calculated individual pipe flow 1.813{CFS)
Normal flow depth in pipe ~ 4.95(In.)
Flow top width inside pipe = 8.95(In.)
Critical Depth = 7.39(In.}
Pipe flow velocity = 7.27{Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 8.18 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 204.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.770(Ac.}
Runoff from this stream 1.8l3{CFS)
Time of concentration = 8.18 min.
Rainfall intensity = 2.634 (In/Hr)
Summary of stream data:
Stream
No.
Flow rate
ICFS)
Rainfall Intensity
(In/Hr)
TC
(min)
1
2
Largest
Qp=
Qp=
3.866 6.19
1.813 8.18
stream flow has longer or
3.866 + sum of
Qa Tb/Ta
1.813 * 0.757
5.239
1. 373
3.069
2.634
shorter time of concentration
Total of 2 streams to confluence:
Flow rates before confluence point:
3.B66 1.B13
Area of streams before confluence:
1.300 0.770
Results of confluence:
Total flow rate =
Time of concentration
Effective stream area
5.239(CFS)
6.191 min.
after confluence
2.070 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
,Process from Point/Station 204.000 to Point/Station 205.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
. Upstream point/station elevation = 42.900(Ft.)
Downstream point/station elevation 40.300(Ft.)
Pipe length 530.0Q(Ft.) Manning'S N = 0.013
No. of pipes = 1 Required pipe flow 5.239(CFS)
Nearest computed pipe diameter 18.00{In.)
Calculated individual pipe flow 5.239(CFS)
Normal flow depth in pipe = 11.23(In.)
,plow top width inside pipe = 17.44(In.)
Critical Depth = 10.57(In.)
Pipe flow velocity = 4.52(Ft/s)
Travel time through pipe = 1.95 min.
Time of concentration (TCl = 8.14 min.
\Z.
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++++++++++++++++++++++++++++~+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 205.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number:
Stream flow area = 2
Runoff from this stream
Time of concentration
Rainfall intensity =
1 in normal stream number 1
,070(Ac.)
5.239(CFS)
8.14 min.
2.639(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 501.QOO to Point/Station 502.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 580.00Q(Ft.)
TOp lof initial area) elevation = 52.800(Ft.)
Bottom (of initial area) elevation = 49.QOQtFt.1
Difference in elevation = 3.800(Ft.)
Slope = 0.00655 s(percent) = 0.66
TC = k(0.300)* [(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.453 min.
Rainfall intensity 2.301(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.881
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = O.lOOi Impervious fraction 0.900
Initial subarea runoff = 4.462(CFS)
Total initial stream area 2.200(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 502.000 to point/Station 205.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number; 1 in normal stream number 2
Stream flow area = 2.200(Ac.)
Runoff from this stream 4.462(CFS)
Time of concentration = 10.45 min.
Rainfall intensity = 2.301(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
Rainfall Intensity
(In/Hr)
TC
(min)
1
2
Largest
Qp =
~=
5.239 8.14
4.462 10.45
stream flow has longer or
5.239 + sum of
Qa Tb/Ta
4.462 * 0.779
8.715
3.477
2.639
2.301
shorter time
of concentration
Total of 2 streams to confluence:
Flow rates before confluence point:
5.239 4.462
Area of streams before confluence:
2.070 2.200
Results of confluence:
Total flow rate =
Time of concentration
Effective stream area
8.715(CFS)
8.145 min.
after confluence
4.270(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 205.000 to Point/Station 206.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 40.300(Ft.)
Downstream point/station elevation 37.200(Ft.)
Pipe length 220.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 8.715(CFS)
Nearest computed pipe diameter 18.00(In.)
Calculated individual pipe flow 8.715(CFS)
Normal flow depth in pipe = 11.09(In.)
'Flow top width inside pipe = 17.51(In.)
\~
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Critical Depth = 13.71(In.)
Pipe flow velocity 7.63{Ft/s)
Travel time through pipe = 0.48 min.
Time of concentration (Tel = 8.63 min.
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 601.000 to Point/Station 602.000
**** INITIAL AREA EVALUATION ****
I
Initial area flow distance = 310.00Q(Ft.)
Top (of initial area) elevation = Sl.380(Ft.)
Bottom (of initial area) elevation = 47.90Q(Ft.
Difference in elevation = 3.480(Ft.)
Slope = 0.01123 s (percent) = 1.12
TC = k(O.300)*[(length~3)/(elevation change)]~O.2
Initial area time of concentration = 7.305 min.
Rainfall intensity 2.802(In/Hr} for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.884
Decimal fraction soil group A
Decimal fraction soil group 8
Decimal fraction soil group C
Decimal fraction soil group D
RI index for soil{AMC 2}
Pervious area fraction :
Initial subarea runoff =
Total initial stream area
Pervious area fraction: 0.100
0.000
0.000
1. 000
0.000
69.00
O.lOOi Impervious
4. S09 (CFS)
1.820{Ac.
fraction
0.900
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 602.000 to Point/Station 603.000
**** PIPEFLOW TRAVEL TIME (program estimated size) ****
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Upstream point/station elevation: 42.900{Ft.)
Downstream point/station elevation 41.300(Ft.)
Pipe length 310.00(Ft.) Manning's N : 0.013
No. of pipes: 1 Required pipe flow 4.S09{CFS)
Nearest computed pipe diameter 1S.00(In.)
Calculated individual pipe flow 4.S09(CFS)
Normal flow depth in pipe = 11.93(In.)
Flow top width inside pipe = 12.10(In.)
Critical Depth = 10.32(In.)
Pipe flow velocity = 4.31{Ft/s)
Travel time through pipe = 1.20 min.
Time of concentration (TC) = 8.50 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 701.000 to Point/Station 702.000
**** INITIAL AREA EVALUATION ****
I
Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 51.380(Ft.)
Bottom (of initial area) elevation = 46.620(Ft.
Difference in elevation = 4.760(Ft.)
Slope = 0.01190 s (percent) = 1.19
TC = k(0.300)*[{length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.99S min.
Rainfall intensity 2.666(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.883
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
RI index for soil(AMC 2}
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.100
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0.000
0.000
1.000
0.000
69.00
0.100i Impervious fraction
3.439{CFS)
1.460 (AC.)
0.900
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 702.000 to Point/Station 703.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation = 41.620(Ft.)
Downstream point/station elevation 40.170(Ft.)
pipe length 270.00(Ft.) Manning'S N = 0.013
No. of pipes = 1 Required pipe flow 3.439(CFS)
Nearest computed pipe diameter 15.00{In.)
Calculated individual pipe flow 3.439(CFS)
\l\
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Normal flow depth in pipe =
Flow top width inside pipe =
Critical Depth = 8.98(In.)
Pipe flow velocity = 4.21(Ft/S)
Travel time through pipe = 1.07 min.
Time of concentration (TC) = 9.07 min.
9.48 (In.)
14.47(In.)
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 702.000 to point/Station 703.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.460(Ac.)
Runoff from this stream 3.439(CFS)
Time of concentration 9.07 min.
Rainfall intensity = 2.488(In/Hr)
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 801.000 to Point/Station 802.000
**** INITIAL AREA EVALUATION ****
I
Initial area flow distance = 340.000(Ft.)
TOp (of initial area) elevation = 49.000{Ft.)
Bottom (of initial area) elevation = 45.670(Ft.}
Difference in elevation = 3.330(Ft.)
Slope = 0.00979 s(percent) = 0.98
TC = k(0.300)*[{length~3)/{elevation change)]~0.2
Initial area time of concentration = 7.790 min.
Rainfall intensity 2.705(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.884
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.100; Impervious fraction 0.900
Initial subarea runoff = 1.673(CFS)
Total initial stream area 0.700(Ac.)
Pervious area fraction = 0.100
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 802.000 to point/station 703.000
**** PIPEFLOW TRAVEL TIME {program estimated size} ****
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Upstream point/station elevation = 40.670(Ft.)
Downstream point/station elevation 40.170(Ft.)
pipe length 100.0Q(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 1.673(CFS}
Nearest computed pipe diameter 12.QO(In.)
Calculated individual pipe flow 1.673(CFS)
Normal flow depth in pipe = 7.15{In.)
Flow top width inside pipe = 11.78(In.)
Critical Depth = 6.59(In.)
Pipe flow velocity = 3.43(Ft/s)
Travel time through pipe = 0.49 min.
Time of concentration (Tel = 8.28 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 802.000 to Point/Station 703.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = O.700(Ac.)
Runoff from this stream 1.673(CFS)
Time of concentration = 8.28 min.
Rainfall intensity = 2.616(In/Hr)
Summary of stream data:
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I
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
I
1
2
Largest
Qp=
3.439 9.07
1.673 8.28
stream flow has longer
3.439 + sum of
Qb ra/lb
1.673 * 0.951
5.031
2.488
2.616
time of concentration
I
1.591
\'6
Qp
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Total of 2 streams to confluence:
Flow rates before confluence point:
3.439 1.673
Area of streams before confluence:
1.460 0.700
Results of confluence:
Total flow rate =
Time of concentration
Effective stream area
5.031{CFS)
9.065 min.
after confluence
2.160(Ac.)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 703.000 to Point/Station 704.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation = 40.170{Ft.)
Downstream point/station elevation 37.320(Ft.)
Pipe length 300.00{Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow S.031(CFS)
Nearest computed pipe diameter ls.00(In.)
Calculated individual pipe flow S.031(CFS)
Normal flow depth in pipe = 10.14(In.)
Flow top width inside pipe ~ 14.04(In.)
Critical Depth ~ 10.91(In.}
Pipe flow velocity ~ S.70(Ft/s)
Travel time through pipe = 0.88 min.
Time of concentration (TC) = 9.94 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 703.000 to point/Station 704.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.160(Ac.)
Runoff from this stream 5.031(CFS)
Time of concentration 9.94 min.
Rainfall intensity = 2.36S{In/Hr)
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+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~++++++
Process from Point/Station 901.000 to Point/station 902.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance ~ 370.000(Ft.)
TOp (of initial area) elevation = 47.080{Ft.)
Bottom (of initial area) elevation = 44.630(Ft.
Difference in elevation = 2.4S0(Ft.)
Slope = 0.00662 s (percent) = 0.66
TC = k(0.300)* [(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.714 min.
Rainfall intensity 2.S43(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.883
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.100; Impervious fraction 0.900
Initial subarea runoff = 4.266(CFS)
Total initial stream area 1.900{Ac.)
Pervious area fraction = 0.100
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.000 to Point/Station 704.000
**** PIPEFLOW TRAVEL TIME (program estimated size) ****
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Upstream point/station elevation = 40.630(Ft.)
Downstream point/station elevation 37.320(Ft.)
Pipe length 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 4.266(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 4.266(CFS)
Normal flow depth in pipe = S.20(In.)
Flow top width inside pipe = 8.89(In.)
Critical depth could not be calculated.
Pipe flow velocity = 16.13(Ft/s)
Travel time through pipe 0.02 min.
Time of concentration (TC) = 8.73 min.
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~~
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 902.000 to Point/Station 704.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number:
Stream flow area = 1.
Runoff from this stream
Time of concentration =
Rainfall intensity =
Summary of stream data:
1 in normal stream number 2
900(Ac.)
4.266 (CFS)
8.73 min.
2.540(In!Hr)
I
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
I
1
2
Largest
Qp =
5.031 9.94
4.266 8.73
stream flow has longer
5.031 + sum of
Qb Ia/lb
4.266 * 0.931
9.003
2.355
2.540
time of concentration
I
3.972
Qp =
I
Total of 2 streams to confluence:
Flow rates before confluence point:
5.031 4.266
Area of streams before confluence:
2.160 1.900
Results of confluence:
Total flow rate ~
Time of concentration
Effective stream area
9.003 (CFS)
9.943 min.
after confluence
4.060{Ac.)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 704.000 to Point/Station 206.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation: 37.320(Ft.)
Downstream point/station elevation 37.200{Ft.)
Pipe length 90.00{Ft.) Manning's N = 0.013
No. of pipes: 1 Required pipe flow 9.003(CFS)
Nearest computed pipe diameter 27.00(In.)
Calculated individual pipe flow 9.003(CFS)
Normal flow depth in pipe: 18.21(In.)
Flow top width inside pipe = 25.30(In.)
Critical Depth: 12.38(In.)
pipe flow velocity: 3.16(Ft/s)
Travel time through pipe = 0.48 min.
Time of concentration (TC) 10.42 min.
End of computations, total study area = 11.70 (AC.)
The following figures may
be used for a unit hydrograph study of the same area.
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Area averaged pervious area fraction (Ap)
Area averaged RI index number: 69.0
0.100
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Riverside County Rational Hydrology Program
CIVILCADD!CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 02/21/06 File:ratlOO.out
*"*******
Hydrology Study Control Information
**********
English (in-lb) Units used in input data file
Program License Serial Number 6025
Rational Method Hydrology Program based on
Riverside County Flood Control & Water conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition
3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNoree ] area used.
10 year storm 10 minute intensity = 2.360(In!Hr)
10 year storm 60 minute intensity = O.880(In/Hr)
100 year storm 10 minute intensity 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0:5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 245.000(Ft.)
Top (of initial area) elevation = 51.880{Ft.)
Bottom (of initial area) elevation = 46.640(Ft.}
Difference in elevation = 5.240(Ft.)
Slope = 0.02139 s{percent) = 2.14
TC = k(0.300)*[(length^3}/(elevation change))^0.2
Initial area time of concentration = 5.845 min.
Rainfall intensity 4.680(In/Hr} for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.895
Decimal fraction soil group A 0.000
Decimal fraction soil group 8 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil (AMC 3) 84 .40
Pervious area fraction = O.lOOi Impervious fraction 0.900
Initial subarea runoff = 6.495(CFS)
Total initial stream area 1.550(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (program estimated size) ****
Upstream point/station elevation = 42.640(Ft.)
Downstream point/station elevation 41.740(Ft.}
Pipe length 180.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 6.495(CFS)
. Nearest computed pipe diameter 18.00 (In.)
Calculated individual pipe flow 6.495(CFS)
Normal flow depth in pipe = 13.03(In.)
Flow top width inside pipe = 16.09{In.)
Critical Depth = 11.83(In.)
Pipe flow velocity = 4.74(Ft/S)
Travel time through pipe = 0.63 min.
Time of concentration (Te) = 6.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Poin~/Station 201.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
IM-\~A~
\~
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Initial area flow distance = 110.OOQ(Ft.l
Top (of initial area) elevation = Sl.620(Ft.)
Bottom (of initial area) elevation = 49.50Q{Ft.
Difference in elevation = 2.120(Ft.)
Slope = 0.01927 s (percent) = 1.93
TC = k(Q.30Q}* [(lengthA3)/(elev~tion change)]^O.2
Warning: TC computed to be less than 5 min.; program
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity 5.099(In!Hr) for a
COMMERCIAL subarea type
Runoff Coefficient = 0.896
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 3)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.100
is assuming the
100.0 year storm
A 0.000
B 0.000
C 1.000
D 0.000
84.40
0.100i Impervious fraction
3.654 (CFS)
O.800(Ac.}
0.900
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 202.000 to Point/Station 203.000
**** PIPEFLQW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 44.50Q{Ft.)
Downstream point/station elevation 43.20Q(Ft.)
Pipe length 215.00{Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 3,654(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 3.654(CFS)
Normal flow depth in pipe = 9.49(In.)
Flow top width inside pipe = 14.46(In.)
Critical Depth = 9.27(In.)
Pipe flow velocity = 4.46(Ft/s)
Travel time through pipe = 0.80 min.
Time of concentration (TC) = 5.80 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.800{Ac.)
Runoff from this stream 3.654(CFS)
Time of concentration 5.BO min.
Rainfall intensity = 4.698(In/Hr}
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to point/Station 302.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 49.950(Ft.}
Bottom (of initial area) elevation = 49.190(Ft.)
Difference in elevation = O.760(Ft.)
Slope = 0.00760 s (percent) = 0.76
TC = k(0.300)*[(length~3)/{elevation change)]~0.2
Initial area time of concentration = 5.023 min.
. Rainfall intensity 5.0B6(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.896
Decimal fraction soil group A 0.000
'Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 3) 84.40
'?ervious area fraction = 0.100; Impervious fraction 0.900
Initial subarea runoff = 2.278(CFS)
Total initial stream area 0.500(Ac.)
'Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
.Process from Point/Station 302.000 to Point/Station 203.000
**** PIPEFLOW TRAVEL TIME (program estimated size) ****
Upstream point/station elevation =
Downstream point/station elevation
44.190(Ft.)
43.300(Ft.)
\'\
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pipe length 45.QQ(Ft.) Manning's
No. of pipes 1 Required pipe flow
Nearest computed pipe diameter 9
Calculated individual pipe flow 2
Normal flow depth in pipe = 7.22(In.)
Flow top width inside pipe = 7.17(In.
Critical Depth = a.Oa(In.)
Pipe flow velocity = 6.00(Ft/s}
Travel time through pipe = 0.12 min.
Time of concentration (Te) = 5.15 min.
N = 0.013
2.278ICFS)
.00 (In.)
.278 (CFS)
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to point/Station 203.000
**** CONFLUENCE OF MINOR STREAMS ****
I
Along Main Stream number: 1 in normal stream number 2
Stream flow area = O.500(Ac.)
Runoff from this stream 2.278(CFS)
Time of concentration = 5.15 min.
Rainfall intensity = 5.018(In/Hr)
Summary of stream data:
I
St ream
No.
Flow rate
ICFS)
TC
(min)
Rainfall Intensity
(In/Hr)
I
I
1
2
Largest
Qp =
3.654 5.80
2.278 5.15
stream flow has longer
3.654 + sum of
Qb Ia/Ib
2.278 * 0.936
5.787
4.698
5.018
time of concentration
2.133
Qp=
I
I
Total of 2 streams to confluence:
Flow rates before confluence point:
3.654 2.278
Area of streams before confluence:
0.800 0.500
Results of confluence:
Total flow rate =
Time of concentration
Effective stream area
5.787(CFS)
5.803 min.
after confluence
1.300 (Ac.)
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 203.000 to Point/Station 204.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation = 43.300(Ft.)
Downstream point/station elevation 42.900(Ft.}
pipe length 75.00(Ft.) Manning'S N = 0.013
No. of pipes = 1 Required pipe flow 5.787(CFS)
Nearest computed pipe diameter 18.00{In.)
Calculated individual pipe flow 5.787{CFS)
Normal flow depth in pipe = ll.67(In.)
Flow top width inside pipe = 17.19{In.)
Critical Depth = 11.lS(In.)
Pipe flow velocity = 4.77{Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 6.06 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 204.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.300(Ac.)
Runoff from this stream 5.787(CFS)
Time of concentration 6.06 min.
Rainfall intensity = 4.585(In/Hr)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to point/Station 402.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance = 260.000(Ft.)
Top (of initial area) elevation = 51.820(Ft.)
Bottom {of initial area} elevation 50.520{Ft.)
Difference in elevation = 1.300(Ft.)
Slope = 0.00500 s(percent) = 0.50
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TC = k(Q.300)* [(length^3)/(elevation change}]^O.2
Initial area time of concentration = 8.004 min.
Rainfall intensity 3.936(In/Hr) for a 100.
COMMERCIAL subarea type
Runoff Coefficient = 0.895
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
RI index for soil(AMC 3)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.100
o year storm
0.000
0.000
1.000
0.000
84.40
O.lOOi Impervious fraction
2.712 (eFS)
Q.770{AC.)
0.900
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 204.000
.*** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 45.520(Ft.)
Downstream point/station elevation 42.900(Ft.)
Pipe length 75.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 2.712(CFS)
Nearest computed pipe diameter 9.00{In.)
Calculated individual pipe flow 2.712(CFS)
Normal flow depth in pipe = 6.54(In.)
Flow top width inside pipe = 8.02(In.)
Critical Depth = 8.47(In.)
Pipe flow velocity = 7.89(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 8.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 204.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.770(Ac.)
Runoff from this stream 2.712(CFS)
Time of concentration = 8.16 min.
Rainfall intensity = 3.894(InjHr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. ICFS) (min) (In/Hr)
1 5.787 6.06 4.585
2 2.712 8.16 3.894
Largest stream flow has longer or shorter time of concentration
Qp = 5.787 + sum of
Qa Tb/Ta
2.712 . 0.743 2.015
Qp = 7.802
Total of 2 streams to confluence:
Flow rates before confluence point:
5.787 2.712
Area of streams before confluence:
1.300 0.770
Results of confluence:
Total flow rate =
Time of concentration
Effective stream area
7.802(CFS)
6.065 min.
after confluence
2.070(AC.}
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 205.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 42.900(Ft.)
Downstream point/station elevation 40.300(Ft.)
Pipe length S30.00(Ft.) Manning'S N = 0.013
. No. of pipes = 1 Required pipe flow 7.802{CFS)
. Nearest computed pipe diameter 21.00(In.)
Calculated individual pipe flow 7.802(CFS)
Normal flow depth in pipe = 12.98(In.)
Flow top width inside pipe = 20.40(In.)
Critical Depth = 12.42(In.)
Pipe flow velocity = 5.00(Ft/s)
Travel time through pipe = 1.77 min.
Time of concentration (TC) = 7.83 min.
20\
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 205.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.070(Ac.J
Runoff from this stream 7.802(CFS)
Time of concentration 7.83 min.
Rainfall intensity = 3.984(In/Hr)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 501.000 to point/Station 502.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance = 580.00Q(Ft.)
Top (of initial area) elevation = 52.80Q(Ft.l
Bottom (of initial area) elevation = 49.00Q(Ft.
Difference in elevation = 3.800(Ft.)
Slope = 0.00655 s{percent) = 0.66
TC = k(0.300)*((length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.453 min.
Rainfall intensity 3.399(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.894
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 3)
Pervious area fraction = 0
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.100
A 0.000
B 0.000
C 1. 000
DO.OOO
84.40
.100i Impervious fraction
6.685 (CFS)
2.200(Ac.)
0.900
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 502.000 to Point/Station 205.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.200{Ac.)
Runoff from this stream 6.685{CFS)
Time of concentration = 10.45 min.
Rainfall intensity = 3.399(In/Hr)
Summary of stream data:
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Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
I
1
2
Largest
Qp=
7.802 7.83
6.685 lO.45
stream flow has longer or
7.802 + sum of
Qa Tb/Ta
6.685 * 0.749
12.811
3.984
3.399
shorter time
of concentration
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5.009
Qp =
I
Total of 2 streams to confluence:
Flow rates before confluence point:
7.802 6.685
Area of streams before confluence:
2.070 2.200
Results of confluence:
Total flow rate = 12.811(CFS)
Time of concentration 7.832 min.
Effective stream area after confluence
4.270 (Ac.)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 205.000 to Point/Station 206.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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upstream point/station elevation = 40.30Q{Ft.)
Downstream point/station elevation 37.200(Ft.)
Pipe length 220.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 12.811{CFS)
Nearest computed pipe diameter 21.00(In.)
Calculated individual pipe flow 12.811{CFS)
Normal flow depth in pipe = 12.71(In.)
Flow top width inside pipe = 20.53(In.)
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Critical Depth = 16.00(In.)
Pipe flow velocity 8.41(Ft/s}
Travel time through pipe = 0.44 min.
Time of concentration (Te) = 8.27 min.
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 601.000 to Point/Station 602.000
**** INITIAL AREA EVALUATION
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Initial area flow distance = 310.000(Ft.)
Top (of initial area) elevation = Sl.380(Ft.)
Bottom (of initial area) elevation 47.900(Ft.}
Difference in elevation = 3.480(Ft.)
Slope = 0.01123 s (percent) = 1.12
TC = k{0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.305 min.
Rainfall intensity 4.139(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.895
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 3)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.100
A 0.000
B 0.000
C 1. 000
D 0.000
84.40
0.100; Impervious fraction
6.742{CFS)
1.820 (AC.)
0.900
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 602.000 to Point/Station 603.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation = 42.900{Ft.)
Downstream point/station elevation 41.300(Ft.)
Pipe length 310.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 6.742(CFS}
Nearest computed pipe diameter 18.cO(In.)
Calculated individual pipe flow 6.742(CFS)
Normal flow depth in pipe = 13.27{In.)
Flow top width inside pipe; IS.85{In.)
Critical Depth = 12.05(In.)
Pipe flow velocity = 4.83(Ft/s)
Travel time through pipe = 1.07 min.
Time of concentration (TC) = 8.38 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 701.000 to Point/Station 702.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance = 400.000(Ft.)
Tap (of initial area) elevation = 51.380(Ft.)
Bottom (of initial area) elevation = 46.620(Ft.)
Difference in elevation = 4.760{Ft.)
Slope = 0.01190 s (percent) = 1.19
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.995 min.
Rainfall intensity 3.939(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.895
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil (AMC 3) 84.40
Pervious area fraction = 0.100; Impervious fraction 0.900
Initial subarea runoff = S.14S(CFS)
Total initial stream area 1.460(Ac.)
Pervious area fraction = 0.100
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 702.000 to Point/Station 703.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation = 41.620{Ft.)
Downstream point/station elevation 40.170(Ft.)
Pipe length 270.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 5.145{CFS)
Nearest computed pipe diameter 18.00(In.)
Calculated individual pipe flow S.14S{CFS)
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Normal flow depth in pipe ~
Flow top width inside pipe =
Critical Depth = lO.48(In.)
pipe flow velocity = 4.67(Ft/S)
Travel time through pipe = 0.96 min.
Time of concentration (Te) = 8.96 min.
lO.76IIn.}
17.65IIn.1
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 702.000 to point/Station 703.000
**** CONFLUENCE OF MINOR STREAMS ****
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1 in normal stream number 1
.460IAc.)
5.145(CFS)
8.96 min.
3.700{In!Hr)
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Along Main Stream number:
Stream flow area = 1
Runoff from this stream
Time of concentration
Rainfall intensity =
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 801.000 to Point/Station 802.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance = 340.000(Ft.)
Top (of initial area) elevation = 49.QOO(Ft.)
Bottom (of initial area) elevation = 45.670(Ft.)
Difference in elevation = 3.330(Ft.)
Slope = 0.00979 s (percent) = 0.98
TC = k(0.300)*[(lengthA3)/(elevation change)]AO.2
Initial area time of concentration = 7.790 min.
Rainfall intensity 3.996(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.895
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 3) 84.40
Pervious area fraction = 0.100; Impervious fraction 0.900
Initial subarea runoff = 2.503(CFS)
Total initial stream area O.700(Ac.
Pervious area fraction = 0.100
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 802.000 to Point/Station 703.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation = 40.670fFt.)
Downstream point/station elevation 40.170(Ft.)
Pipe length lOO.OO{Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 2.503(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 2.503{CFS)
Normal flow depth in pipe = 9.77(In.)
Flow top width inside pipe = 9.33(In.)
critical Depth = 8.13(In.)
pipe flow velocity = 3.66(Ft/s)
Travel time through pipe = 0.46 min.
Time of concentration (TC) = 8.25 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 802.000 to Point/Station 703.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 2
Stream flow area ~ 0.700(Ac.l
Runoff from this stream 2.503(CFS)
Time of concentration ~ 8.25 min.
Rainfall intensity = 3.873(In/Hr)
Summary of stream data:
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Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
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1
2
Largest
Qp =
5.145 8.96
2.503 8.25
stream flow has longer
5.145 + sum of
~ WTh
2.503 * 0.955
7.536
3.700
3.873
time of concentration
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2.391
2A
~
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Total of 2 streams to confluence:
Flow rates before confluence point:
5.145 2.503
Area of streams before confluence:
1.460 0.700
Results of confluence:
Total flow rate =
Time of concentration
Effective stream area
7.536(CFS)
8.960 min.
after confluence
2.160 (Ae.)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 703.000 to Point/Station 704.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation = 40.170(Ft.l
Downstream point/station elevation 37.320(Ft.l
Pipe length 300.0Q{Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 7.536(CFS)
Nearest computed pipe diameter IS.QO{In.)
Calculated individual pipe flow 7.536(CFS)
Normal flow depth in pipe ~ 11.48(In.)
Flow top width inside pipe ~ 17.30(In.)
Critical Depth ~ 12.75(In.)
Pipe flow velocity ~ 6.34(Ft/s)
Travel time through pipe ~ 0.79 min.
Time of concentration (Te) ~ 9.75 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 703.000 to Point/Station 704.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 1
Stream flow area ~ 2.l60{Ac.)
Runoff from this stream 7.536 (CFS)
Time of concentration 9.75 min.
Rainfall intensity ~ 3.532 (In/Hr)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 901.000 to Point/Station 902.000
** ** INITIAL AREA EVALUATION ** **
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Initial area flow distance ~ 370.000(Ft.)
Top (of initial area) elevation ~ 47.0aO(Ft.)
Bottom (of initial area) elevation ~ 44.630{Ft.)
Difference in elevation ~ 2.450(Ft.)
Slope ~ 0.00662 s(percent)~ 0.66
TC ~ k(0.300)*[{length^3)/{elevation change)]^0.2
Initial area time of concentration ~ 8.714 min.
Rainfall intensity 3.757(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient ~ 0.894
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 3) 84.40
Pervious area fraction ~ 0.100; Impervious fraction 0.900
Initial subarea runoff = 6.384(CFS)
Total initial stream area 1.90Q{AC.)
Pervious area fraction ~ 0.100
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.000 to point/Station 704.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation = 40.630(Ft.)
Downstream point/station elevation 37.320(Ft.)
pipe length 20.00(Ft.) Manning's N = '0.013
No. of pipes = 1 Required pipe flow 6.384(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 6.384(CFS)
Normal flow depth in pipe = 7.00(In.)
Flow top width inside pipe = 7.49(In.)
Critical depth could not be calculated.
pipe flow velocity = 17.33(Ft/s)
Travel time through pipe 0.02 min.
Time of concentration (TC) = 8.73 min.
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2:0
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 902.000 to Point/Station 704.000
**** CONFLUENCE OF MINOR STREAMS ****
1 in normal stream number 2
.900(AC.)
6.384(CFS}
8.73 min.
3.752{In/Hr)
I
Along Main Stream number:
Stream flow area = 1
Runoff from this stream
Time of concentration =
Rainfall intensity =
Summary of stream data:
II
,
I
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp =
7.536
6.384
stream
7.536
Qb
6.384 *
13.545
9.75
8.73
flow has longer
+ sum of
Ia/Ib
0.941
3.532
3.752
time of concentration
I
6.009
Qp =
I
Total of 2 streams to confluence:
Flow rates before confluence point:
7.536 6.384
Area of streams before confluence:
2.160 1.900
Results of confluence:
Total flow rate = 13.545(CFS)
Time of concentration 9.749 min.
Effective stream area after confluence
4.060(Ac.)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 704.000 to point/Station 206.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
I
upstream point/station elevation = 37.320(Ft.)
Downstream point/station elevation 37.200(Ft.)
pipe length 9D.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 13.545(CFS)
Nearest computed pipe diameter 3D.00lIn.)
Calculated individual pipe flow 13.545(CFS)
Normal flow depth in pipe"= 22.36{In.)
Flow top width inside pipe = 26.14(In.)
Critical Depth = 14.84(In.)
Pipe flow velocity = 3.46(Ft/S)
Travel time through pipe = 0.43 min.
Time of concentration (Te) 10.18 min.
End of computations, total study area = 11.70 (AC.)
The following figures may
be used for a unit hydrograph study of the same area.
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Area averaged pervious area fraction (Ap)
Area averaged RI index number = 69.0
0.100
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Hydraulic Calculation
Pipe Capacity Calculation
Inlet Capacity Calculation
2/T
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K, CT CONSULTANTS, INC CIVILENGINEERS-SURVEYORS-PLANNERS
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4344 Latham Street, Suite 200, Riverside, CA 92501 P.O. Box 5705 Riverside, CA 92517-5706
(951) 341-8940 FAX (951) 341-8945 E-Mail: kctinc@kctconsultants.com
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LINt A-lA'
FILE: linealaqlOO .WSW W S P G W EDIT LISTING Version 14 .05 Date, 2-23 2006 Time: 9:16,39
WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE 1
CARD SCCT C"" NO OF AVE PIER HEIGHT 1 BASE n " UN Y(1) Y(2) VOl Y(4) Y(S) Y(6) YO) V(BI Y(9} Y{lO)
CODE NO TYPE PIER!PIP WrDTH D!A-"JETER WIDTH DROP
CD 1 , .000
CD 2 , .500
CD 3 , 000
CD , , .000
CD 5 , .000
CD 6 , .000
w S P G VI PAGE NO
WATER SURFACE PROFILE TITLE CARD LISTING
HEADING LINE NO 1 "
HEADING LIt1E NO "
HEADING LINE "0 "
VI S P G VI PAGE NO
WATER SURFACE PROFILE ELEMENT CARD LISTING
ELEMEN? NO " A SYSTEM OUTLET
U!5 DATA STATION INVERT SECT W 5 ELEV
1000.000 38.120 1 40.120
ELEMENT NO " A REACH
U!5 DATA STATION INVERT SCCT " RADIUS ANGLE ANG PT MAN "
1036.060 38.370 1 .013 .000 .000 .000 0
ELEMENT NO " A REACH
IJ!5 DATA STATION INVERT SCCT N RADIUS ANGLE ANG PT MAN "
1071.880 38.618 1 .013 45.000 45.607 .000 0
ELEMENT NO , "A REACH
!J/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN "
1087.380 38.725 1 .013 .000 .000 .000 0
ELEMENT NO 5 ISA JUNCTION
u/s DATA STATtoN INVERT SECT LAT-1 LAT-2 N Q3 Q' INVERT-3 INVERT-4 PHI 3 PHI 4
1091.380 38.753 3 2 0 .013 6 <DO .000 38.730 .000 90.000 .000
RADIUS ANGLE
.000 .000
ELEMENT NO IS A REACH
U/S DATA STATtoN INVERT SECT N RADIUS ANGLE ANG PT MAN H
1101.700 38.810 3 .013 .000 .000 .000 0
ELEMENT NO , "A REACH
u/S DATA STATIm, INVERT SECT " RADIUS ANGLE ANG PT MAN "
1126.140 38.970 3 .013 45.000 -31.118 .000 0
ELEMENT NO , " A REACH
U/S DATA STATtoN INVERT SECT N RADIUS ANGLE ANG PT MAN H
1180.970 39.340 3 .013 .000 .000 .000 0
ELEMENT NO IS A REACH
u/s DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN "
1221.300 39.620 3 .013 45.000 -51.350 .000 0
ELEMENT NO 10 IS A REACH
u/S DATA STATION INVERT SCCT N RADIUS ANGLE ANG PT MAN "
1391.970 40.770 3 .013 .000 .000 .000 0
ELEMENT NO 11 I S A JUNCT ION
u/S DATA STATtoN INVERT SECT LAT-l LAT-2 " OJ Q' INVERT-3 INVERT-4 PHI 3 PHI 4
1395.970 40.790 S , 0 .013 2 .500 .000 40.780 .000 45.000 .000
RADIUS ANGLE
.000 .000
W S P G W PAGE NO
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 12 IS A REACH
u/s DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN "
1557.810 41.890 5 .013 .000 .000 .000 0
ELEMENT NO 13 IS A REACH
U/S DATA STATION INVERT SECT " RADIUS ANGLE ANG PT MAN "
1582.570 42.050 5 .013 45.000 -31.525 .000 0
ELEMENr NO 1< IS A REACH
u/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
1666.960 42.620 S .013 .000 .000 .000 0
ELEMENT NO IS ISA HALL ENTRANCE
u/s DATA STATION INVERT SECT Fe
1666.960 42.620 6 .500
ELEMENT NO 16 IS A SYSTEM HEADWORKS
u/S DATA STATION INVERT SECT H S ELEV
1666.960 42.620 6 " 620
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"
l-WE A- l,r'
w S P G W - CIVILDESIGN Version 14.05
Program Package Serial Number: 1446
WATER SURFACE PROFILE LISTING
PAGE
FILE: linealaqlOO.WSW
I
Date, 2-23-2006 Time: 9,16 41
I
St...tion
..***........................"....................................................................**.......**................. ........
I Invert
Elev
L/Elem
I
1000000
-1-
.000
I
1000 000
-1-
36060
I
1036.060
-1-
24.069
I
1060.129
-I-
11.751
I
1071.880
-l-
IS 289
I
1087169
-1-
.211
I
1087.380
-1-
JUNCT S':'R .0070
I
1091.380
-1-
10.320
I
1101.700
-1-
22.528
I
1124.228
-1-
1.912
I
1126 140
-1-
29.224
I
1155.364
-1-
16940
I
1172.304
-1-
8.666
I
1180 970
-1-
12169
I
1193.139
-1-
lQ 657
1
1203.796
-1-
9.437
I
1213 233
-1-
068
I
1221300
-1-
B.210
I
1229510
-1-
7.285
I
1236.795
-1-
6.614
I
1243.409
-1-
5.869
1
1249278
-I-
S .272
1
1254.550
-1-
4.265
I
1258.815
-1-
.161
I
1258 977
-1-
HYDRAULIC JUMP
1
I
I
I
I
I
I
I I
I
I
I
I
I
I
I
I
Depth 1 Water I 0 I Vel Vel I Energy I Super critiCill[FlOW Top!Height/lBase Wtl INo Wth
_ (FT) ~I_ Elev _1_ (eI'S) _1_(1'1'S)_I_ Head_l_ Grd.El:l_ Elev_ _Depth _ _Width _1~ia,-F:I~r I.D:I_ ZL _IPrs/Pip
Ch Slope I I t SF Ave HI' SE Dpth Fl:"oude N Nonn Dp 1 UN" I X-Fall I ZR IType Ch
........1......... .........1.......1.......:.........:.......1........:........1.......1.......1..'.. I.......
38.120 2.000 40.120 14.00 4.46 .31 40.43 .00 1.35 .00 2.000 .000 .00 1 .0
-1- -I. .1- -1- -1- -1- -1- -1- .1- -1- -1- -I. I-
.0069 .0038 .00 :2 .00 .00 .28 .013 .00 .00 PIPE
I I I I 1 I 1 I 1 I I I
38.120 :2 .000 40 1:20 14 .00 4.46 .31 40.43 .00 1.35 .00 2.000 .oeo .00
-1- -1- .1- -1- -1- -1- .1- -1- -1- -1- -1- -1- I.
.0069 .0035 .13 2.00 .00 1.28 .013 . aD .00 PIPE:
I I I I I I I I I 1 I I
38.370 1.856 40226 14.00 4.60 .33 40.55 .02 1.35 1.04 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0034 .08 1.87 .47 1.28 .013 .CO. 00 PIPE
I 1 I I I I I I 1 I I I
38.537 1. 738 40 275 14 00 4.83 .36 40 64 .02 1.35 1.35 2.000 .000 .00 1 .0
-1- -1- -1- -1- -1- -I. -1- -1- -1- -1- -1- -1- 1-
.0069 .0036 .04 1.76 .S8 1.28 .013 .CO .00 PIPE
I I I I I 1 I I I I I I
35.618 1.676 40294 1400 4.9B .39 4068 .00 1.35 1.47 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- .1- -1- -1- -1- 1-
.0069 .0039 .06 1.68 .64 1.29 .013 .00 .00 PrPE
I I I 1 I 1 I 1 I I I 1
38.164 1.591 40315 14.00 .22 .42 4074 .00 1.35 1.61 2.000 .000 .00 1 .0
-1- -I- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0069 .0041 .00 1.59 .71 1.29 .013 .00 .00 PIPE
I I 1 I I I 1 I I I I I
38.725 1.590 40 315 14.00 5.23 .42 40 74 .00 1.35 1.61 2.000 .000 .00 1 .0
-1- -1- -1- -1- -I- -1- -I. -1- -1- -1- -1- -1- 1-
.0026 .01 1.59 .72 .013 .00 .00 PIPE
I I I I I I I I 1 I I 1
38.753 2.157 40910 7.60 2.42 .09 4100 .00 .98 .00 2.000 .000 .00 1 .0
-I- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0055 .0011 .01 2.16 .00 .94 .013 .00 .00 PIPE
I I 1 I 1 I I I I I 1 I
3fL810 2.112 40 922 7.60 2.42 .09 41.01 .00 .98 .00 2.000 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0065 .0011 .03 .00 .00 .90 .013 .00 .00 PIPE
I I I I I I I I I I I I
38.957 2.000 40957 7.60 2.42 .09 4105 2.00 .98 .00 2.000 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0011 .00 2.00 .00 .90 .013 .00 .00 PIPE
I 1 I I I I I I I 1 1 1
38.970 1.989 40.959 7.60 2.42 .09 41.05 .00 .98 .30 2.000 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- .1- -1- -1- -1- -1- -1- 1-
.0010 .03 1.99 .13 .89 .013 .00 .00 PIPE
I I 1 I I I I I I I I I
39.167 1812 40.979 7.60 2.54 .10 4108 .00 .98 1.17 2.000 .000 .00 1 .0
-1- _" . -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0067 . .0010 .02 1.81 .28 .89 .013 .00 .00 PIPE
I I I 1 1 1 I I I I I I
39.282 1.705 40.987 7.60 2.66 .11 41 10 .00 .98 1.42 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0067 .0011 .01 1.71 .33 .89 .013 .00 .00 PIPE
I I I I I I I I I I 1 I
39.340 1.650 40.990 7.60 2.74 .12 41 11 .01 .98 1.52 2.000 .000 .00 1 .0
-1- -1- -1- -1- -I- -1- -1- -1- -1- -1- -1- -1- 1-
.0012 .01 1.66 .36 .88 .013 .00 .00 PIPE
I I I I I I I I I I 1 I
39.424 1.568 40.993 7.60 2.88 .13 4112 .01 .98 1.65 2.000 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0013 .01 1.58 .40 .BB .013 .00 .00 PIPE
I I I I I I 1 1 I I I I
39.498 1.495 40.994 7.60 3.02 .14 41 13 .01 .98 1. 74 2.000 .000 .00
-1- -1- -1. -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0069 .0014 .01 1.51 .44 .88 .013 .00 .00 PIPE
1 I 1 1 1 1 1 I I 1 1 I
39.564 1.429 40993 7.60 3.16 .16 4115 .01 .98 1.81 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- -1- 1-
.0059 .0016 .01 1.44 .48' .88 .013 .00 .00 PIPE
I I 1 I I I I I I I I 1
39.620 1.372 40 992 7.60 3.31 .17 41 16 .00 .98 1.86 2.000 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0067 .0018 .01 1.37 .52 .89 .013 .00 .00 PIPE
I I I 1 I I I 1 I I I I
39.675 1.314 40 989 7.60 3.47 .19 41 18 .00 .98 1.90 2.000 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0067 .0020 .01 1.31 .57 .89 .013 .00 .00 PIPE
I I I I 1 I I I I I I I
39.724 1.261 40.986 7.60 3.64 .21 41.19 .00 .98 1.93 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0067 .0023 .02 1.26 .62 .89 .013 .00 .00 PIPE
I I I I I 1 I I 1 I I I
39.769 1.211 40 980 7.60 3.82 .23 41.21 .00 .98 1.95 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0067 .0026 .02 1.21 .67 .89 .013 .00 .00 PIPE
I I I I I I I 1 I '1 I 1
39.809 1.164 40973 7.60 4.00 .25 4122 .00 .98 1.97 2.000 .000 .00 1 .0
-1- -1- -1- .1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0067 .0029 .02 1.16 .72 .89 .013 .00 .00 PIPE
I I I I I I I I I I I 1
39.844 1.119 . 40 963 7.60 4.20 .27 41.24 .00 .98 1.99 2.000 .000 .00' 1 .0
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0067 .0033 .01 1.12 .78 .89 .013 .00 .00 PIPE
I I I I I I I I I I 1 I
39.873 1.077 40950 7.60 4.40 .30 4125 .00 .98 1.99 2.000 .000 .00 1 .0
-1- -1- -I. -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-
.0067 .0038 .00 1.08 .83 .89 .013 .00 .00 PIPE
I 1 I I I 1 I 1 1 1 I I
39 874 1.037 40.911 7.60 4.62 .33 41.24 .00 .98 2.00 2.000 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- I-
I I I I I I I I I I I I
.0
.0
.0069
.0
.0065
.0067
.0
.0069
.0069
.0
.0
.0
.0
3\
1258.977 39.874
-1- -1-
90392 .0067
I I
IH9369 40.483
-I. -1-
31 238 .0067
I I
1380.607 40.693
-1- .1-
9.728 .0067
I I
1390335 40.759
-I. -1-
1.635 .0067
I I
1391 9')0 40.770
-I- -1-
JUNCT STR .0050
I I
1395.970 40.790
-I. .1-
8.147 .0068
I I
1404117 '\10.8'\15
-1- -1-
7.579 .0068
I I
1;111 696 40.897
-1- -1-
7.065 .0068
I I
1418760 40.945
-I- -1-
6.356 .0068
I I
1425.116 40.988
-I- -1-
6.164 .0068
I I
1431.280 41.030
-I- -I-
5.399 .0068
I I
1436 679 41.067
-I- -I-
5.172 .0068
I I
1441.851 41.102
-1- -I-
4.723 .0068
I I
1446.573 41.134
-I- -I-
4.446 .0068
I I
1451020 '\1L164
-1- -1-
3.669 .0068
I I
1454.689 4:1.189
-I- -I-
3.272 .0068
I I
1457.961 '\1:1.211
-I- -1-
.589 .0068
I I
1;158.551 41215
-I- -I-
HYDRAULIC JUMP
I I
1458 551 41 215
-I- -1-
71 836 .0068
I I
1530386 41.704
-I- -I-
27.424 .0068
I I
1557.810 41.890
-1- -1-
24.760 .0065
I I
1582.570 42.050
-1- -I-
52.434 .0068
I I
1635.00'\1 42.404
-1- -I-
25803 .0068
I I
1660807 '\12.578
-I- -I-
5.000 .0068
I I
1665807 42.612
-I- -I-
1153 .0068
WALL ENTRANCE
I
1666.960
-I-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
42.620
-1-
.891
-I-
I
.891
-I-
I
.909
-I-
I
.943
-I.
I
.980
-I-
I
1.)6)
-I-
I
1.306
-I.
I
1.25)
-I-
I
1.203
-I-
I
1.157
-I-
I
1.112
-I-
I
1.071
-I-
I
1.031
-I-
I
.993
-I-
I
.956
-I-
I
.922
-I-
I
.889
-I-
I
.857
-I-
I
.715
-I-
I
.715
-I-
I
.724
-I-
I
.716
-I-
I
.716
-I-
I
.740
-I-
I
.767
-1-
40765
-I-
I
41374
.1.
I
41603
-I-
I
41702
-I.
I
41 750
-I-
I
42.153
.1-
I
42151
-I-
I
'\12.150
.1-
I
42.148
-I-
I
42.145
-I-
I
42142
-I-
I
42138
-I-
I
42.133
-I-
I
42.127
-I-
I
42.120
-I-
I
42 111
-I-
I
42.100
-I-
I
42.072
-I-
I
41.930
-I-
I
42.418
-I-
I
42.614
-I-
I
42766
-I-
I
43.120
-I-
I
43.319
-I-
I
43.379
-I-
I
.797
-1-
I
43.417
-I-
7.60
-I-
I
7.60
-I.
I
7.60
-I-
I
7.60
-I-
I
7.60
-I-
I
5.10
-I-
I
5.10
-I-
I
5.10
.1-
I
5.10
.1-
I
5.10
-I-
I
5.10
-I-
I
5.10
-I-
I
5.10
-I.
I
5.10
-I-
I
5.10
-I-
I
5.10
-I-
I
5.10
-I-
I
5.10
-I-
I
5.10
-I-
I
5.10
-I-
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5.10
-I-
I
5.10
-I-
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5.10
-I-
I
10
-I-
I
5.10
-1-
I
5.10
-I-
5.62
-1-
5.62
-1-
5.47
-1-
5.21
-1-
4.97
-1-
2.24
-1-
.<5
-1-
.0067
I
.<9
-1-
.0065
I
.46
-1-
.0059
I
.42
.1-
.0052
I
.38
.1-
.0028
I
.OS
-1-
.0008
I
.09
-I-
.0009
I
.09
-1-
.0011
I
.10
-1-
.0012
I
.11
-I-
.0013
I
.13
-1-
.0015
I
.14
-1-
.0017
I
.15
-I-
.0020
I
.17
-1-
.0022
I
."
-1-
.002S
I
.38
-I-
.0029
I
.l3
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.0033
I
.38
-I-
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.40
-I-
.0068
I
.40
-I-
.0066
I
.38
-1-
.0066
I
.40
-I-
.0068
I
.40
-I-
.0064
I
.36
-1-
.0056
I
.33
-I-
.0049
2.35
-I-
2.46
-1-
2.58
-1-
2.71
-I-
2.84
-1-
2.98
-1-
3.12
-I-
.28
-I-
3.44
-I-
3.60
-I-
3.78
-I-
3.97
-1-
5.06
-1-
5.06
-I-
4.97
-1-
5.05
-1-
5.05
-I-
4.82
-1-
4.60
-1-
4.37
-I-
I
.38
-1-
41 25
-1-
.61
I
-I-
I
42.07
-1-
.os
I
-I-
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42.13
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.01
I
42.23
-1-
.01
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-I-
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42.24
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.01
I
42.25
-1-
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I
42.26
-I-
.01
I
42.27
-I-
.01
I
42 28
-1-
.01
I
42.28
-I-
.01
I
42.29
-I-
.01
I
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-I-
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42.32
-1-
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I
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42.33
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.49
I
42.82
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43 00
-I-
.16
I
43.16
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I
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43.68
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.03
I
43.71
-I-
.01
H.86
.38
42.12
.01
4224
.01
4230
.01
42.31
.01
42.32
43.52
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43.71
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1.20
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1.16
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1.23
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1.20
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1.23
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1.20
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1.20
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1.23
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1.07
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1.99
2.000
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2.000
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2.000
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2.000
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2.000
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2.000
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2.000
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2.000
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2.000
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2.000
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2.000
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2.000
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2.000
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1.99
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1.99
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2.00
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2.00
1.86
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1.90
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1.93
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1.96
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1.98
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1.99
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1.99
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2.00
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2.00
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1.99
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1.99
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1.98
1.92
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1.92
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1.92
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1.92
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1.92
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1.93
.72
1.95
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1.96
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:'1--
I
FILE, linealbql00. WSW
EDIT LISTItlG - Version 14
PROFILE - CHAllNEL DEFINITION
2L ZR UN YO) Y(2)
DROP
I
CARD SECT CHN NO OF AVE PIER
CODE NO TYPE PIER/PIP WIDTH
w S P G W
WATER SURFACE
HEIGHT 1 BASE
DIAMETER WIDTH
I
CD 1.500
CD 1.500
W S P G W
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO , "
HEADING LINE NO , "
HEADING LINE NO IS
W S P G W
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO , " 11 SYSTEM OUTLET
u/s DATA STATION INVERT SECT
1000.000 38.730 ,
ELEMENT NO " A REACH
u/s DATA STATION INVERT SECT N
1018.900 '10.530 , .013
ELEMENT NO IS A WALL ENTRANCE
U!S DATA STATION INVERT SECT "
lOlS.900 40.530 , .500
ELEMENT NO , I S A SYSTEM HEADWORKS
u/s DATA STATION INVERT SECT
1018.900 40.530 ,
I
I
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I
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I
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I
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I
LltJl:
.OS
LISTING
'1'(3) Y(4)
y(S)
W S ELEV
40.612
RADIUS
.000
W S ELEV
40.530
"
A
IS
Y(6)
2-2)-2006 Time: 9
PAGE
'((7) YlB) Y(9)
.37:55
,
y(tO)
Date:
ANGLE
.000
PAGE NO
PAGE NO
lING PT MAN H
.000 0
';>'b
I
FILE, linea1bql00.wSw
"
LtAk A-113"
w S P G W CIVILDESIGN Version 14.05
Program Package Serial Number, 1446
WATER SURFACE PROFILE LISTING
Date, 2-23-2006 Time, 9=37;56
I
PAGE
.....................................................................................**.............*.................*... .......*
I
I Invert I Depth I Water I Q
Station_ _ Elev _ _ (FT) -l- Elev _1_ (CFS) _
L/Elem ICh Slope I 1 I
.........1......... ........1.........1.........
1000.000 38.730 1.882 40.612 6.40
-1- -1- .1- -1- -1-
2.284 .0952
I I 1 I I
1002284 38.948 1.672 40.620 6.40
-1- -1- .1- .1- -I.
HYDRAULIC JUMP
I I I I 1
1002.234 38.948 .537 39 485 6.40
-1- -1- -1- -1- -1-
2.734 .0952
I I I I I
1005.068 39.213 .556 39769 6.40
-1- -1- -1- -1- -1-
2.603 .0952
I 1 I I I
1007 671 39.461 .576 40.037 6.40
-1- -1- -1- -I. -1-
2.123 .0952
1 I I I I
1009 794 39.663 .597 40.260 6.40
-1- -1- -1- -1- -1-
1.753 .0952
I I I I I
1011.547 39.830 .619 40.449 6.40
-1- -1- -1- -1- -1-
1.475 .0952
I I I I I
1013 .022 39.970 .641 40 611 6.40
-1- -1- -1- -1- -1-
1.222 .0952
1 I I I I
1014.244 40.087 .665 40752 6.40
-1- -1- -1- '1- .1-
1.024 .0952
I I 1 I I
1015.268 40.184 .690 40874 6.40
-1- -1- -1- -1- -1-
.858 .0952
I I I I I
1016 126 40.266 .716 40.982 6.40
-1- -1- -1- -1- -1-
.n5 .0952
I I I I I
1016841 40.334 .743 41077 6.40
-1- -1- -1- -1- -1-
.591 .0952
I 1 I 1 I
1017 4:;2 40.390 .771 41 161 6.40
-1- -1- -1- -1- -1-
.471 .0952
1 1 I I I
1017 .904 40.435 .801 41.236 40
-1- -1- -1- -1- -1-
.377 .0952
I I I I I
1018 2eO 40.471 .832 41.303 6.40
-1- -1- -1- -1- -1-
.2Bl .0952
I I I I I
1018 561 40.498 .865 41.363 6.40
-1- -1- -1- -1- -1-
.194 .0952
I 1 I I I
1018 7~5 40.516 .900 41 416 6.40
-1- -1- -1- -1- -1-
.115 .0952
I 1 I I I
1018.870 40.527 .937 41.464 6.40
-1- -1- -1- -1- -1-
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WALL ENTRANCE
I
1018900
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41.509
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(FPS)
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11.26
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.83
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.0144
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9.75
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8.45
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8.06
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7.69
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6.99
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6.66
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6.35
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.........1....... ........1........1.......1.......1..... I.......
40.82 .00 .98 .00 1.500 .000 00 1 .0
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1.88 .00 .45 .013 .00 .00 PIPE
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40.82 .00 .98 .00 1.500 .000 .00 1 .0
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.00 .98 1.44 1.500 .000 .00 1 .0
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.58 2.75 .45 .013 .00 .00 PIPE
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41 74 .00 .98 1.47 1.500 .000 .00
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4179 .00 .98 1.48 1.500 .000 .00 1 .0
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4186 .00 .98 1.49 1.500 .000 .00
-1- -1- -1- -1- -1- -1- 1-
.02 .67 2.09 .45 .013 .00 .00 PIPE
I I I I I I I
4188 .00 .98 1.50 1.500 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- 1-
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4190 .00 .98 1.50 1.500 .000 .00
-1- -1- -1- -1- -1- -1- 1-
.01 .72 1.82 .45 .013 .00 .00 PIPE
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41 91 .00 .98 1.50 1.500 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- 1-
.01 .74 1.69 .45 .013 .00 .00 PIPE
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4192 .00 .98 1.50 1.500 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- 1-
.01 .77 1.58 .45 .013 .00 .00 PIPE
I I I I I I I
4193 .00 .98 1.50 1.500 .000 .00
-1- -1- -1- -1- -1- -1- 1-
.00 .80 1.47 .45 .013 .00 .00 PIPE
1 I 1 I I I I
4193 .00 .98 1.49 1.500 .000 .00
-1- -1- -1- -1- -1- -1- 1-
.00 .83 1.36 .45 .013 .00 .00 PIPE
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.00 .98 1.48 1.500 .000 .00 1 .0
-1- -1- -1- -1- -1- -1- 1-
.B7 1.26 .45 .013 .00 .00 PIPE
I I I I I I I
41.93 .00 .98 1.47 1.500 .000 .00
-1- -1- -1- -1- -1- -1- 1-
.00 .90 1.17 .45 .013 .00 .00 PIPE
I I I I 1 I I
4193 .00 .98 1.45 1.500 .000 .00
-1- -1- -1- -1- -1- -1- 1-
.00 .94 1.08 .45 .013 .00 .00 PIPE
.01
41.45
.13
41.56
.11
41 66
.08
.0
.0
.0
.0
.0
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4193
.00
.0
.0
I
.43
-1-
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-1-
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1
+
I
-1-
I
.000
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I
-1-
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1.500
+
.0
41.94
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.98
1.43
~
I
~\Mf ''A -l C "
FILE: linealcqlOO WSW
I
CARD SECT CHN NO OF AVE PIER
CODE NO TYPE PIER/PIP WIDTH
W 5 P G W
WATER SURFACE
HEIGHT 1 BASE
DIAMETER WIDTH
- EDIT LISTIllG - Version 14
PROFILE - CHANNEL DEFINITION
ZL ZR WV I'll) '1'(2)
DROP
.0>
LISTING
I'D) '1'(4)
Date: 2-23-2006
'1'(5)
'1'(6) '1'(7) '1'(8)
Time: 9
PAGE
'1'(9)
35: 5
1
YOOl
I
" 2.000
" 2.000
W S P G ,
WATER SURFACE PROFILE TITLE CARD LISTING
HEADING LINE NO "
HEADING LINE NO <S
HEADING LINE NO 3 "
PAGE NO
I
W 5 P G W PAGE NO
WATER SURFACE PROFILE - ELEME..'IT CARD LISTING
ELEMENT NO IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT W S ELEV
1000.000 40.780 1 41.950
ELE.'1ENT NO <S A REACH
D!S DATA STATION INVERT SECT N RADIUS ANGLE ANG >'T MAN H
1017.330 40.930 1 .013 .000 .000 .000 0
ELEMENT NO IS A REACH
u/s DATA STATION INVERT SECT N RADIUS ANGLE ANG >'T MAN H
1047.820 41.194 1 .013 45.000 -38.821 .000 0
ELEMENT NO , <S A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
1104.070 41.680 1 .013 .000 .000 .000 0
ELEMENT NO <SA "ALL ENTRANCE
U/S DATA STATION INVERT SECT FP
1104.070 41.680 , .SOO
ELEMENT NO 6 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT " , "ev
1104.070 41.6110 , " <eo
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
I
LvJE- A -\ ( "
FILE, linealcql00.WSW
w S P G W - CIVILDESIGN Version 14.05
Program package Serial Number: 1446
WATER SURFACE PROFILE LISTING
Date, 2-23-2006 Time, 9,]5, 6
PAGE
I
.*****...**.******.......*..................................."............***................................................
I
I InveJ:t I Depth I Water I Q I Vel Vel 1 Ene1;gy I Super ICriticallFlow TOPIHeight/jBase Wtl
Station_l_ Elev _1_ (FT) _1_ Elev _1_ (CFS) _I_(FP$)_I_ Head. _ Grd.El~l_ Elev.I.Depth _I_Width _I~ia.-F:~r l.D~ _ ZL_
LIElem ICh Slope I I I I SF Ave I "' jSE DPthlFrOUde NINonn Dp I "N" X-Fall I 'R
.........1.........1........1.........1.........1.......1.......1.........1.......1........1........ .......1....... .....
IOaO.QOO 40.780 1.170 41.950 2.50 1.31 .03 41.98 .00 .55 1.97 2.000 .000 .00
-1- -1- -1- -1- -1- -I. .1- -I. .1. -1- -1- -1- -1-
5.C62 .0087 .0003 .00 1.17 .23 .47 .013 .00 .00
1 1 I I I 1 1 1 I 1 1 I
1005 C62 40.824 1.125 41.949 2.50 1.37 .03 41.98 .00 .55 1.98 2.000 .000 .00
-1- -1- -1- -I. -1- -I. .1- -1- -1- -1- -1- -1- .1-
4.826 .0087 .0004 .00 1.13 .25 .47 .013 .00 .00
1 1 1 1 1 I 1 I I 1 1 1
1009.889 40.866 1.082 41.948 2.50 1.44 .03 41 98 .00 .55 1. 99 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I-
4.455 .0087 .0004 .00 1.08 .27 .47 .013 .00 .00
1 1 1 I 1 1 1 I 1 1 I 1
1014 .344 40.904 1.042 41.946 2.50 1.51 .04 41 98 .00 .55 2.00 2.000 .000 .00
-I. -1- -1- -1- -1- -1- -I. -1- -1- -1- -1- -1- -1-
2.986 .0087 .0004 .00 1.04 .29 .47 .013 .00 .00
1 1 1 1 I 1 I I 1 1 I 1
1017 .'330 40.930 1.016 41 946 2.50 1.56 .04 41.98 .00 .55 2.00 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I. -1-
4.123 .0087 .0005 .00 1.02 .31 .47 .013 .00 .00
1 1 1 1 I 1 I 1 1 1 I 1
1021.453 40.966 .978 41944 2.50 1.64 .04 4199 .00 .55 2.00 2.000 .000 .00
-I- -1- -1- -1- -1- -I- -1- -1- -1- -1- -1- -1- -1-
3.933 .0087 .0006 .00 .98 .33 .47 .013 .00 .00
I 1 I I 1 I 1 1 1 1 1 1
1025.385 41.000 .942 41.942 2.50 1. 72 .05 41.99 .00 .55 2.00 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- .1- -1- -1- -1- -1-
3.669 .0087 .0006 .00 .95 .35 .47 .013 .00 .00
1 I 1 1 1 1 1 1 1 I 1 1
1029 054 41.032 .908 41 940 2.50 1.80 .05 41 99 .00 .55 1.99 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1-
3.400 .0087 .0007 .00 .91 .38 .47 .013 .00 .00
1 1 1 1 I 1 1 1 1 I 1 1
1032454 41.061 .876 41.937 2.50 1.89 .06 4199 .00 .55 1.98 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1-
3.251 .0087 .0008 .00 .88 .41 .47 .013 .00 .00
1 1 I 1 1 1 I I 1 I 1 I
1035.706 41.089 .845 41.934 2.50 1.98 .06 42.00 .01 .55 1.98 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1-
3.099 .0087 .0009 .00 .85 .44 .47 .013 .00 .00
I 1 I 1 1 1 1 1 I 1 1 1
1038 S04 41.116 .815 41 931 2.50 2.08 .07 42.00 .01 .55 1. 97 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I- -1- -1-
2.940 .0087 .0011 .00 .82 .47 .47 .013 .00 .00
I I I I I I I I I 1 I I
1041.744 41.141 .786 41 927 2.50 2.18 .07 42.00 .01 .55 1.95 2.000 .000 .00
-1- -I- -1- -1- -1- -1- -1- -I- -1- -1- -1- -1- -1-
2.640 .0087 .0012 .00 .79 .50 .47 .013 .00 .00
1 I 1 I 1 1 1 1 1 1 1 1
1044.384 41.164 .759 41.923 2.50 .28 .08 42 00 .01 .55 1.94 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -I- -1- -I- -1- -1-
2.601 .0087 .0014 .00 .77 .54 .47 .013 .00 .00
I 1 I 1 1 1 1 1 1 1 1 I
1046.984 41.187 .732 41.919 2.50 2.40 .09 42 01 .01 .55 1.93 2.000 .000 .00
-1- -1- -1- -1- -1- -I- -1- -1- -1- -1- -1- -1- -I-
.836 .0087 .0015 .00 .74 .57 .47 .013 .00 .00
1 1 1 1 1 1 1 1 1 1 I 1
1047 820 41.194 .723 41.917 2.50 2.44 .09 42.01 .00 .55 1.92 2.000 .000 .00
-1- -1- -I- -1- -1- -1- -1- -1- -1- -1- -I- -1- -1-
2.273 .0086 .0017 .00 .72 .59 .47 .013 .00 .00
1 1 I I I I 1 1 1 1 1 1
1050 093 41.214 .698 41 912 2.50 2.56 .10 42.01 .00 .55 1.91 2.000 .000 .00
-I- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1-
2.054 .0086 .0019 .00 .70 .63 .47 .013 .00 .00
1 1 I 1 1 1 I 1 1 1 I 1
1052.147 41.231 .674 41905 2.50 2.68 .11 42.02 .00 .55 1.89 ;LOOO .000 .00
-1- -1- -1- -1- -1- -I- -I- -I- -1- -I- -1- -1- -1-
1.827 .0086 .0022 .00 .67 .67 .47 .013 .00 .00
I 1 1 I 1 1 1 I 1 1 1 1
1053.974 41.247 .651 41898 2.50 2.82 .12 4202 .00 .55 1.87 2.000 .000 .00
-1- -I- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1-
.463 .00afi .0025 .00 .65 .72 .47 .013 .00 .00
1 1 1 1 1 1 1 1 I I I 1
1054.437 41 251 .629 41 880 2.50 2.95 .14 42 02 .00 .55 1.86 2 000 .000 .00
-1- -1- -1- -I- -1- -1- -1- -1- -1- -1- -1- -1- -I-
HYDRAULIC JUMP
1 1 1 1 1 1 1 1 I I 1 1
1054.437 41 251 .466 41 717 2.50 4.50 .31 42.03 .00 .55 1.69 2000 .000 .00
-1- -1- -I- -1- -1- -1- -1- -1- -I- -1- -1- -1- -1-
14.051 .0086 .0086 .12 .47 1.38 .47 .013 .00 .00
1 1 1 1 1 I I 1 1 1 1 1
1068 488 41.373 .466 41.838 2.50 <l.50 .31 42.15 .00 .55 1.69 2.000 .000 .00
-1- -1- -1- -1- .1. -1- -1- -1- -1- -1- -1- -1- -1-
24.529 .0086 .0082 .20 .47 1.38 .47 .013 .00 .00
1 1 I 1 1 1 1 1 1 I 1 1
1093.017 41.585 .479 42 064 2.50 4.32 .29 42.35 .00 .55 1. 71 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -I- -1- -1- -1- -1-
6.430 .0086 .oon .05 .48 1.31 .47 .013 .00 .00
1 1 1 1 1 1 1 1 1 I 1 1
1099.447 41.640 .496 42.136 2.50 4.12 .26 4240 .00 .55 1.73 2.000 .000 .00
-1- -I- -1- -1- -1- -1- -I- -I- -1- -1- -1- -1- -1-
2.945 .0086 .0063 .02 .50 1.22 .47 .013 .00 .00
1 1 1 1 I 1 I I 1 1 I I
1102.392 41.666 .513 42.179 2.50 3.92 .24 42 42 .00 .55 1. 75 2.000 .000 .00
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1.510 .0086 .0055 .01 .51 1.15 .47 .013 .00 .00
1 1 1 1 1 I I I 1 1 1 1
1103 902 41.679 .530 42 209 2.50 3.74 .22 42.43 .00 .55 1.77 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -I- -1- -1- -1- -1-
.16S .0086 .0048 .00 .53 1.07 .47 .013 .00 .00
WALL ENTRANCE
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1104.070 41.680 .551 42.231 2.50 3.55 .20 42.43 .00 .55 1. 79 2.000 .000 .00 0 .0
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FILE, linea4qlOO. WSW
liNE:
",1\ - 'T"
S P G Ii
SURFACE
BASE
wmTH
_ EDiT LISTIl>G - Ver-sion 14
PROFILE CHM."NEL DEFINITION
ZL ZR INV YO) Y(2)
DROP
Y(5)
W
WATER
HEIGHT 1
DIAMETER
I
CARD SECT CHN NO OF AVE PIER
CODE NO TYPE PIER/PIP WIDTH
I
CD , , .OC'O
CD , , ,eo
CD 3 , ,eo
CD , , .000
CD 5 , .000
CD 6 , .000
CD , , .000
CD 8 , .000
\oil S P G W
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE ND , "
HEADING LINE ND , "
HEADING LINE ND "
W S P G W
WATER SURFkCE PROFILE - ELEMElIT CARD LISTING
ELEMENT NO " A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
1000.000 38.120 ,
ELEMENT NO , " A REACH
U/S DATA STATION INVERT SECT N
1038.590 38.320 , .013
ELEMENT NO IS A REACH
U/S DATA STATION INVERT SECT N
1066.790 38.466 , .013
ELEMENT NO , 'SA REACH
u/s DATA STATION IINERT SECT N
1202.630 39.140 , .013
ELEMENT NO 5 'SA JUNCTION
U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
1207.630 39.165 3 , , .013
ELEMENT NO '" REACH
u/S DATA STATION INVERT SECT N
1221.690 39.Z35 3 .013
ELEMENT NO IS A REACH
U/S DATA STATION INVERT SECT N
1292 .370 39.587 3 .013
ELEMEN'f NO IS A REACH
U/S DATA STATION INVERT SECT N
1519.870 40.720 3 .013
ELEMEN'f NO " A REACH
U/S DATA STATION INVERT SECT N
1536.230 40.801 3 .013
ELEMENT NO " " A REACH
u/s DATA STATION INVERT SECT N
1735.330 41.800 3 .013
ELEMENT NO 11 IS A JUNCT ION
uls DATA STATION INVERT SECT LAT-l LAT-2 N
1742.330 41.835 5 , , .013
Ii S P G W
WATER SURFACE PROFILE ELEMENT CARD LISTING
ELEMENT NO 12 IS A REACH
U/S DATA STATION INVERT SECT N
1808.420 43.840 5 .013
ELEMENT NO 13 IS A JUNCTION
u/S DATA STATION INVERT SECT LAT-1 LAT-2 N
1814 .920 43.950 , 6 0 .013
ELEMENT NO " IS A REACH
U/S DATA STATION INVERT SECT N
1821.810 44.060 , .013
ELEMENT NO 15 IS A REACH
u/s DATA STATION INVERT SECT N
1855.330 44.560 , .013
ELEMENT NO 16 IS' WALL ENTRANCE
uls DATA STATION INVERT SECT "
1855.330 44.560 8 .500
ELEMENT NO 13 ISA SYSTEM HEADWORKS
u/s DATA STATION INVERT SECT
1855.330 44.560 8
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05
LISTING
Y(3) Y(4)
Date, 2-23-2006 Time, B
PAGE
Y(6) Y(7) Y(S) Y(9)
,53,58
,
Y(10)
PAGE NO
ASSUME D PAGE NO
W S ELEV I
40.120
-
RADIUS ANGLE ,,"0 IT """ .
.000 .000 .000 0
RADIUS ANGLE ,,"0 IT """.
45.001 -35.905 .000 ,
RADIUS ANGLE ANG PT """.
.000 .000 .000 ,
Q3 Q' INVERT-3 INVERT-4 PHI 3 PHI 4
6 .700 .000 39.140 .000 45.000 .000
RADIUS ANGLE
.000 .000
RADIUS ANGLE ""0 IT """ .
.000 .000 .000 ,
RADIUS ANGLE ,,"0 IT """W
45.000 89.993 .000 ,
RADIUS ANGLE ANG PT """ .
.000 .000 .000 1
RADIUS ANGLE ANO IT """ .
45.000 20.830 .000 0
RADIUS ANGLE ANG PT """.
.000 .000 .000 ,
Q' Q' INVERT-3 INVERT-4 PHI 3 PHI 4
2.700 .000 41.800 .000 " '" .000
RADIUS ANGLE
44.99B 8.913
PAGE NO
RADIUS ANGLE ,,"0 IT """ .
45.000 84.149 .000 ,
Q' Q' INVERT-3 INVERT-4 PHI 3 PHI 4
, '" .000 43.840 .000 45.000 .000
RADIUS ANGLE
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.000 .000 .000 0
RADIUS ANGLE ANG PT """ W
45.000 -42.679 .000 0
w S ELEV
" S60
~
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FlLE, lineMq100.WSW
W S P G W CIVILDESIGN Version 14.05
Program Package Serial Nu~~er: 1446
WATE:R SURFACE PROFILE LISTING
I
)..WE A- 't
Date, 2-23-2006 Time, 6,53:59
PAGE
......................................................*...................................................................
I
1 Invert 1 Depth Water Q Vel Vel
station_l_ Elev _1_ (FT) Elev _1_ (CFS) _1_ (FPS) _1_ Head_
L/Elem Ch Slope 1 I SF Ave
.........1.........1........ .........1.........1.......1.......
1000.000 38.120 2.000 40.120 15.40 4.90 .37
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1000.000 38.120 2.000 40 120 15 40 4.90 .37
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38.590 .0052 .0044
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1038590 38.320 1.964 40284 1540 4.92 .38
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28.200 .0052 .0041
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1066790 38.466 1.929 40.395 1540 4.96 .38
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118.847 .0050 .0041
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1185.637 39.056 1.786 40.842 1540 5.20 .42
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16.993 .0050 .0041
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1202 630 39.140 1. 764 40 904 IS 40 5.25 .43
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1207 630 39.165 2.230 41 395 8.70 2.77 .12
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1221 690 39.235 2.181 41.416 8.70 2.77 .12
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57835 .0050 .0015
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1279525 39.523 2.000 41523 8.70 2.77 .12
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12845 .0050 .0014
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1292.370 39.587 1.952 41 539 8.70 2.79 .12
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38.539 .0050 .0013
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1330.909 39.779 1.798 41 577 8.70 2.92 .13
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25.001 .0050 .0014
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1355909 39.903 1.694 41598 8.70 3.07 .15
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1376519 40.006 1.607 41 613 8.70 3.22 .16
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1394.636 40.096 1.530 41.626 8.70 3.37 .18
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16.119 .0050 .0018
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1410 755 40.171 1.461 41 638 8.70 3.54 .19
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14.645 .0050 .0020
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1425 400 40.250 1.398 41 648 8.70 3.71 .21
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13.770 .0050 .0022
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1439169 40.318 1.339 41657 8.70 3.89 .24
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1452.000 40.382 1.284 41.666 8.70 4.08 .26
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1463 779 40.441 1.233 41 674 8.70 4.28 .28
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1475.401 40.4.99 1.184 41.683 8.70 4.4.9 .31
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1485 559 40.549 1.139 41.688 8.70 4..71 .34
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10998 .0050 .0041
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1496557 40.604 1.095 41.699 8.70 4.94 .38
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1506.212 40.652 1.054 41 706 8.70 5.18 .42
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1.76 .61 .013 .00 .00
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I
FILE: linea4aq100 WSW
,
WATER
HEIGHT 1
DIAMETER
S P G W
SURFACE
BASE
" on;
- EDIT LISTIllG Version 14
PROFILE - CHA1lNEL DEFINITION
ZL ZR UN Y(l) Y(2)
DROP
I
CARD SECT CHN NO OF AVE PIER
CODE NO TYPE PIER/PIP WIDTH
CD
CD
2.000
2.000
I
W S P G W
WATER SURFACE PROFILE TITLE CARD LISTING
HEADING LINE NO IS
HEADING LINE NO :2 IS
HEADING LINE NO IS
I
ELEMENT NO
W S P G W
WATER SURFACE PROFILE - ELEMENT CARD LISTING
IS A SYSTEM OIJTLET
U/S DATA STATION INVERT SECT
1000.000 39.140 1
I
ELEMENT NO 2 ISA REACH
U/S DATA STATION INVERT "cr N
1030.420 49.840 1 .013
ELEMENT NO 18 A WALL ENTRANCE
U/S DATA STATION INVERT 8Ecr "
1030.420 49.840 2 .500
ELEMENT NO , 18 A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
1030.420 49.840 2
I
I
I
I
I
I
I
I
I
I
I
I
I
I
.05
LISTING
Y(J) Y(4)
Y(S)
W S ELEV
41.150
W S ELEV
49840
RADIUS
.000
"
LWt- A - if, 'J
Date: 2-23-2006
Y(6) Y(7) Y(6)
ANGLE
.000
Time: 9.
PAGE
Y(9)
34:39
1
Y(lO)
PAGE NO
PAGE NO
ANG PT MAN H
.000 0
~
I
FILE' 1 inea4aql00. wsw
I
I
I Invert
Station Elev
-1- -I.
. ~:=:;~..I;~.~:~~:.I... .....
I 1 I
1000 000 39.140 .)20
-1- -I. -I.
4.926 .3517
I I I
1004.926 40.873 .327
-I. -I. -1-
4.948 .3517
1 I I
1009 875 42.613 .338
-1- -1- -1-
3.520 .3517
I 1 I
1013.394 43.851 .350
-1- -I- -1-
2.689 .3517
I I I
1016.083 44.797 .362
-I- -I- -1-
2.142 .3517
1 I I
1018.225 45.550 .374
-I- -I- -1-
1.754 .3517
I I I
1019979 46.167 .386
-I- -I- -I-
1.458 .3517
I I I
1021437 46.680 .400
-1- -I- -I-
1.241 .3517
1 I I
1022.678 47.117 .413
-I- -1- -I-
1.060 .3517
I I I
1023 739 47.490 .427
-I- -1- -I-
.914 .3517
I 1 I
1024 652 47.811 .442
-I- -I- -I-
.795 .3517
I I I
1025.448 48.091 .457
-1- -I- -I-
.696 .3517
1 1 1
1026.143 48.336 .472
-1- -1- -I-
.604 .3517
I I I
1026.748 48.548 .469
-1- -I- -I-
.535 .3517
1 I I
1027.283 46.737 .505
-I- -I- -I-
.466 .3517
I I I
1027.749 48 .901 .523
-1- -I- -1-
.411 .3517
1 I I
1028.161 49.045 .541
-1- -I- -1-
.360 .3517
I I I
1028.521 49.172 .560
-I. -I- -1-
.318 .3517
I I I
1028.840 49.284 .579
-1- -1- -I-
.278 .3517
1 I I
1029.118 49.382 .599
-1- -I- -I-
.242 .3517
I I I
1029.359 49.467 .620
-I- -I- -1-
.209 .3517
I 1 I
1029569 49.541 .642
-1- -1- -1-
.180 .3517
I I I
1029 749 49.604 .665
-I- -I- -I-
.156 .3517
I 1 1
1029.905 49.659 .688
-1- -1- -I-
.130 .3517
1 I I
1030 035 49.705 .713
-1- -1- -1-
.108 .3517
I 1 I
Depth
(FT)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
,.
L \ N ~ (-\ - 'ff-\ . I
W S P G W CIVILDESIGN Version 14.05
Program Pilckilge Seriill Number: 1446
WATER SURFACE PROFILE LISTING
Date: 2-23-2006 Time: 9:)4,41
PAGE
Q I Vel Vel I Energy I Super ICriticallFlo'W ToplHeight/IBase Wtl
(CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor 1.0.1 ZL
- - - -I-SF A'I~I- HF -II~E DPt~l;roUde ~ ~orm DP"I- "N" "I-X-Fill~l- ZR "
.........1.......1.......1......... .......1........ ........1.......1.......1.....
I I I I 1 I I I I
39460 6.70 20.64 6.61 4507 .00 .92 1.47 2.000 .000 .00
-I- -1- .1- -1- .1- .1- -1- -1- -1- -I.
.2704 1.33 .32 7.73 .30 .013 .00 .00
1 I I I 1 1 I I I
41.200 6.70 19 .93 6.17 47.37 .00 .92 1.48 2.000 .000 .00
-I- -1- .1- -1- .1- .1- -1- -1- -1- -I.
.2406 1.19 .33 7.37 .30 .013 .00 .00
I I I I I I I I I
42 951 6.70 19 01 5.61 48.56 .00 .92 1.50 2.000 .000 .00
-I- -I- -I- -I. .1- .1- -1- -1- -1- -1-
.2103 .74 .34 6.91 .30 .013 .00 .00
1 1 I I I I I 1 I
44201 6.70 18.12 5.10 49.30 .00 .92 1.52 2.000 .000 .00
-I- -1- -1- -1- -I- -1- -1- -1- -I-
.1838 .49 .35 6.48 .30 .013 .00 .00
I 1 I 1 I 1 I I
45159 6.70 1728 4.64 4979 .00 .92 1.54 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -I- -I- -I-
.1606 .34 .36 6.07 .30 .013 .00 .00
I 1 I I I I I I
45.924 .70 16 47 4.21 50 14 .00 .92 1.56 2.000 .000 .00
-I- -1- -I- -I- -1- -1- -1- -1- -I-
.1402 .25 .37 5.69 .30 .013 .00 .00
I I I I 1 I I I
46.553 6.70 15 71 3.83 50 38 .00 .92 1.58 2.000 .000 .00
-I- -1- -I- -I- -I- -1- -I- -I- -I-
.1225 .18 .39 5.33 .30 .013 .00 .00
I I I I I I I I
47.080 6.70 14.98 3.48 50 56 .00 .92 1.60 2.000 .000 .00
-I- -1- -1- -I- -I- -1- -1- -I- -I-
.1071 .13 .40 4.99 .30 .013 .00 .00
I I 1 I I I I 1
47 530 6.70 14.28 3.17 SO 70 .00 .92 1.62 2.000 .000 .00
-I- -1- -1- -I- -I- -I- -1- -I- -I- -I-
.0935 .10 .41 4.67 .30 .013 .00 .00
I I I I I I I I I
47 917 6.70 13 .62 2.88 50.80 .00 .92 1.64 2.000 .000 .00
-I- -I- -1- -I- -1- -I- -1- -I- -I- -1-
.0818 .07 .43 4.38 .30 .013 .00 .00
I I I 1 I I I I 1
48253 6.70 12.98 2.62 5087 .00 .92 66 2.000 .000 .00
-1- -I- -1- -I- -I- -I- -1- -I- -I- -I-
.0715 .06 .44 4.10 .30 .013 .00 .00
1 I I I I I I I I
48.548 6.70 1238 :0.38 5093 .00 .n 1.68 2.000 .000 .00
-I- -I- -1- -I- -1- -I- -1- -I- -1- -I-
.0625 .04 .46 3.84 .30 .013 .00 .00
I I I I I I I I I
48.808 6.70 11.80 2.16 50 97 .00 .92 1. 70 2.000 .000 .00
-I- -1- -I- -I- -I- -I- -1- -I- -1- -I-
.0546 .03 .47 3.60 .30 .013 .00 .00
I I I 1 I I 1 I 1
49.037 6.70 11:05 1.97 5100 .00 .n 1.14 2.000 .000 .00
-I- -I- -I- -I- -1- -I- -1- -I- -1- -I-
.0476 .03 .49 3.37 .30 .013 .00 .00
1 1 I I I 1 1 1 I
49.242 6.70 10.73 1. 79 51.03 .00 .92 1.74 2.000 .000 .00
-I- -1- -1- -I- -1- -I- -1- -I- -1- -I-
.041B .02 .51 3.15 .30 .013 .00 .00
I 1 I 1 I I I I I
49.424 6_70 1023 1.62 51.05 .00 .92 1.76 2.000 .000 .00
-I- -1- -I- -I- -I- -I- -I- -1- -1- -I-
.0366 .02 .52 2.95 .30 .013 .00 .00
1 1 I I I I I 1 1
49.586 6.70 9.75 1.48 51.06 .00 .92 1.78 2.000 .000 .00
-1- -I- -I- -I- -I- -I- -1- -I- -1- -I-
.0320 .01 .54 2.76 .30 .013 .00 .00
1 I 1 1 I I I I I
49732 6.70 9.30 1.34 51.07 .00 .n 1.80 2.000 .000 .00
-I- -I- -I- -I- -1- -1- -1- -I- -1- -I-
.0280 .01 .56 2.59 .30 .013 .00 .00
I 1 I I I I I 1 I
49863 6.70 8.87 1.22 5108 .00 .n 1.81 2.000 .000 .00
-I- -1- -I- -1- -1- -1- -1- -I- -1- -I-
.0245 .01 .58 2.42 .30 .013 .00 .00
1 I I 1 I I 1 I I
49981 6.70 8.45 1.11 5109 .00 .n 1.83 LOaD .000 .00
-I- -I- -I- -I- -1- -1- -1- -1- -I- -I-
.0214 .01 .60 2.27 .30 .013 .00 .00
I 1 1 I I 1 I 1 1
50087 6.70 8.06 1.01 5110 .00 .92 1.85 LOOO .000 .00
-I- -I- -I- -1- -1- -1- -1- -1- -I- -I-
.0188 .00 .62 2.12 .30 .013 .00 .00
I I 1 I I I I 1 I
50183 6.70 7.69 .92 5110 .00 .92 1.87 2.000 .000 .00
-I- -I- -I- -1- -1- -1- -1- -1- -I- -I-
.0164 .00 .64 1.98 .30 .013 .00 .00
I I I I 1 1 I I I
so 269 6.70 7.33 .83 5110 .00 .92 1.88 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- .1- -1- -I-
.0144 .00 .67 1.85 .30 .013 .00 .00
1 I I I I I I I I
50 347 6.70 6.99 .76 51 11 .00 .92 1.90 2.000 .000 .00
-I- -1- -I- -1- -1- -I- -1- -1- -1- -I-
.0126 .00 .69 1. 73 .30 .013 .00 .00
I 1 I I I 1 I 1 1
so 418 70 6.66 .69 5111 .00 .92 1.92 2.000 .000 .00
-1- -I- -I- -1- -1- -1- -1- -1- -1- -I-
.0111 .00 .71 1.62 .30 .013 .00 .00
I I I I I I I 1 I
Water
EIev
INO Wth
Prs/Pip
I Type Ch
I.......
1
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1030. '" 49.742 .739 " .481 6.70 6.35 ."
-1- -1- .1. .1. -1- -1- -1-
.090 .3517 .0097
I I I 1 I I
1030 m 49.774 .765 " .539 6.70 6.06 ."
-1- -1- -1- .1- -1- -1- -1-
.059 .3517 .0085
1 I I I 1 I
1030 m 49.799 .793 " .592 6.70 5.77 .S2
-1- -1- -I. -1- -1- -1- -1-
.052 .3517 .0075
I I I 1 I I
1030.355 49.817 .an 50 .639 6.70 5.51 .n
-1- -1- -I. .1- -1- -1- -1-
.037 .3517 .0066
1 I I I I I
1030 m 49.830 .852 50 .682 6.70 5.25 ..,
-1- -1- -1- -1- -1- -1- -1-
.o;n .3517 .0058
I 1 I I I 1
1030 '" 49.838 .883 50 m 6.70 5.00 .39
-1- -1- -1- -1- -1- -1- -1-
.006 .3517 .0051
'ALL ENTRANCE
1 1 I 1 1 I
1030 '" " 880 .919 50 m 6.70 4.76 .35
-1- -1- -1- -1- -1- -1- -1-
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-1- -1- .1.
1.41 .30 .013
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-1- -1- -1-
1.32 .30 .013
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-1- -1- -1-
1.23 .30 .013
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.n 1.98 2.000
-1- -1- -I-
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-1- -1- -1-
1.07 .30 .013
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PA
I
FILE: linea4bqlOO.WSW
- EDIT LISTING - Version 14
PROFILE CHAllNEL DEFINITION
ZL ZR INV '1(1) Y(2)
DROP
I
CARD SECT CRN NO OF AVE PIER
CODE NO TYPE PIER/pIP WIDTH
W S P G W
WATER SURFACE
HErGHT 1 BASE
DIAMETER WIDTH
I
CO 2.000
CO 2.000
W S P G W
WATER SURFACE PROFILE TITLE CARD LIST:iNG
HEADING LINE NO IS
HEADING LINE NO IS
HEADING LINE NO IS
W S P G W
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO I I S A SYSTEM OUTLET
u/s DATA STATION INVERT SECT
1000.000 41.800 I
ELEMENT NO , IS A REACH
UjS DATA STA T1 011 INVERT SECT N
1026.700 41.930 I .013
ELEMENT NO IS A REACH
u/s DATA STATION" INVERT SECT N
1055.560 42.080 I .013
ELEMENT NO . IS ^ REACH
U/g DATA STATIOl. INVERT SECT N
1069.080 42.150 I .013
ELEMENT NO S ,,^ WALL ENTRANCE
u/s DATA STATION INVERT SECT FP
1069.080 42.150 , .500
ELEMENT NO 6 " A SYSTEM HEADWORKS
u/s DATA STATIO!l INVERT SECT
1069.080 42.150 2
I
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"
Lll,fE A. -1 I~ "
.OS
LISTING
Y(3) Y(4)
2-23-2006 Time, 9
PAGE
Y(7) "{(S) Y(9)
34,24
I
Y(10l
Date:
'1(5)
'1(6)
PAGE NO
PAGE NO
W S ELEV
43.075
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE ANG PT MAN H
45.000 36.746 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
W S ELEV
42.150
Lvb
I
FILE: linea4.bq100.WSW
I
W S P G W CIVILDESIGN version 14.05
Program Package Serial Numher: 1446
WATER SURFACE PROFILE LISTING
Date: 2-23-2006 Time: 9:)4:25
PAGE
........................................................................................................................... ........
I Invert I Depth water I Q I Vel Vel I Energy I Super ICntlcallFlow ToplHelght/IBase '"tl
Staticn Elev (FT) Elev I (CFS (FPS) Head I Grd El Elev I Depth WIdth IDla -FTlor I D I ZL
L/Elerr. -I~h slope-I- - - -I. -1- SF Avel HF SE DPthlFrOUde ~ ~orm Dp-II "N" - -X-Fal~1 ZR
........T........I........ .........1.........1.......1....... .........1....... ........ ........ .......1.......:.....
1000 000 41 800 1.275 43 075 2,70
.1- -1- -1- -1- .1.
10.540 .0049
I I I I I
1010.540 41.851 1.224 43.075 2.70
.1- -1- -1- -1- -1-
9.931 .0049
I I I I I
1020.471 41.900 1.176 43.076 2.70
-1- -1- -1- -1- -I.
6.229 .0049
I I 1 I I
1026700 41.930 1.H7 43.077 2.70
-1- -1- -1- -1- .1.
8.557 .0052
I I I I I
1035 257 41.974 1.102 43.077 2.70
-1- .1- -I. -1- -I.
7.862 .0052
I I I I I
1043.119 42.015 1.061 43 076 2.70
-1- -1- -1- -1- -1-
7.671 .0052
I I I I I
1050.790 42.055 1.021 43076 2.70
-1- -1- -1- -1- -1-
4.770 .0052
I I I I I
1055.560 42.080 .996 43076 2.70
-1- -1- -1- -1- -1-
6.948 .0052
I I I I I
1062.508 42.116 .960 43 076 2.70
-1- -1- -1- -1- -1-
6 572 .0052
WALL ENTRANCE
I
1069080
-1-
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I
I
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I
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I
I
I
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42150
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.927
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43.077
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2.70
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1.28
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.03
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.0003
I
.03
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.0003
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1.34
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1.41
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1.45
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1.52
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1.59
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1.67
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1. 73
-1-
1.81
-1-
1.89
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43.10
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43.10
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I
43.11
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43.11
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4312
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43.12
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4312
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43.13
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43.11
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4313
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1.28
I
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1.22
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1.18
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1.98
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FILE: linea4cqlOO WSW W S P G W EDIT L!STING - Version 14 .05
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
CARD SECT CHN NO OF An PIER HEIGHT 1 BASE ZL ZR IlN 1(1) 1(2) Y(]l Y(4) Y(5)
CODE NO TYPE PIER!PIPWIDTIt DIAMETER WIDTH DROP
CD 4 2.000
CD 4 2.000
W S P G W
WATER SURFACE PROFILE - TITLE CARD LISTING
Date: 2-23-2006 Time: 9
PIIGE
Y(6). Y(7) V18) Y(9)
34:15
1
Y(10)
PAGE NO
I
I
HEADING LINE NO IS
HEADING LINE NO Z IS
HEADING LINE NO IS
W S P G W PAGE NO
WATER SURFACE PROFILE ELEMENT CARD LISTING
ELEMENT NO IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT W S ELEV
1000.000 43.870 1 44.901
ELEMENT NO IS A REACH
uts DATA STATION INVERT SECT N RADIUS ANGLE ANGPT MAN H
1021.700 44.040 1 .013 .000 .000 .000 0
ELEMENT NO IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
1057.040 44.320 1 .013 45.000 -44.996 .000 0
ELEMENT NO 4 IS A REACH
u/s DATA STATION IlNERT SECT N RADIUS ANGLE ANG PT MAN H
1171.760 45.229 1 .013 .000 .000 .000 0
ELEMENT NO 5 IS A REACH
U!S DATA STATION IlNERT SECT N RADIUS ANGLE ANG PT MAN H
1206.570 45.505 1 .013 45.000 44.321 .000 0
ELEMENT NO 6 IS A WALL ENTRANCE
U!S DATA STATIOI. IlNERT SECT Fe
1206.570 45.505 , .500
ELEMENT NO 7 IS A SYSTEM HEADWORKS
U!S DATA STATIOIl IlNERT "CT W S ELEV
1206.570 45.505 Z " 505
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~v
I
FILE: :inea4cql00.WSW
w S P G W - CIVILOBSIGN Version 14.05
Program Package Serial Number: 1446
WATER SURFACE PROFILE LISTING
Date: 2-23-2006 Time: 9:34:16
I
..........................................................................................................................
I
I Invert I Depth I water 1 Q 1 Vel Vel I Energy I Super ICriticallFlow ToplHeight/lease Wti
Station_i_ Elev _1_ (IT) _ _ Elev _ _ (CFS) _1_(FPSl_1_ Head_l_ Grd.Bl~l_ EleV_i_Depth _I_Width _1~ia.-F:I~r IoD:I_ ZL_
L/Elem ICh Slope 1 I I I SF Ave HF ISE DpthlFroude NIN"orm Dp I "N" I X-Fall 1 ZR
.........1.........1........ ......... .........1.......1.......1.........1.......1........1........1.......1.......1.....
1000.CiOO 43.870 1.031 44.901 3.70 2.27 .08 44.98 .00 .67 2.00 2.000 .000 .00
-1- -I. -1- -1- .1. -1- .1- .1- .1- -1- .1- -1- .1.
4.399 .0078 .0010 .00 1.03 .44 .58 .013 .00
1 1 1 1 1 I 1 I 1 1 1 1
1004.399 43.904 .993 44.898 .70 2.38 .09 44.99 .00 .67 2.00 2.000 .000
-1- .1- -1- -1- -1- -1- -1- -1- -1- .1- -1- -1- .1.
4.236 .0078 .0012 .00 .99 .47 .58 .013 .00 .00
1 1 1 1 I I 1 1 1 1 1 1
1008.635 43.938 .956 44894 3.70 2.49 .10 44.99 .00 .67 2.00 2.000 .000 _00
-1- -1- -I. -1- -1- -1- -1- -1- -1- -1- -1- -1- -I.
3.744 .0078 .0013 .00 .96 .51 .58 .013 .00 .00
1 1 1 1 1 1 1 1 1 1 1 1
1012 379 43.967 .922 44 889 3.70 2.61 .11 45 00 .00 .67 1.99 2.000 .000 .00
-1- -1- -1- -1- -I. -1- -1- -1- -1- -1- .1- -I. -I.
3.541 .0078 .0015 .01 .92 .55 .58 .013 .00 .00
1 1 1 1 1 1 1 I 1 1 1 1
1015.920 43.995 .889 44.884 3.70 2.74 .12 4500 .00 .67 1.99 2.000 .000 .00
-1- -1- -1- -- -1- -1- -1- -1- -1- -1- -1- -1- .1-
3.325 .0078 .0017 .01 .89 .59 .58 .013 .00 .00
1 1 1 ,I 1 1 1 1 1 1 I
1019 245 44.021 .857 44.878 3.70 2.88 .13 45 01 .00 .67 1.98 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I.
2.455 .0078 .0019 .00 .86 .63 .58 .013 .00 .00
1 1 1 I 1 1 1 1 1 1 1 1
1021700 44.040 .832 44.872 3.70 2.99 .14 45.01 .01 .67 1.97 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -I- -1- -I- .1- -I.
2.669 .0079 .0022 .01 .84 .67 .58 .013 .00 .00
1 1 1 1 1 1 1 1 1 1 1 1
1024.370 44.061 .803 44 .864 3.70 3.14 .15 45 02 .01 .67 1.96 2.000 .000 .00
-1- .1- -1- -1- -1- -1- -1- -1- -I- -1- -1- -1- -I.
2.308 .0079 .0025 .01 .82 .71 .58 .013 .00 .00
1 1 I 1 1 1 I 1 1 1 I I
1026 678 44.079 .774 44 854 3.70 3.30 .17 45.02 .01 .67 1.95 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- .1-
HYDRAULIC JUMP
1 1 1 1 1 1 1 1 1 1 1 1
1026.678 44.079 .581 44.660 3. 70 4.89 .37 45 03 .03 .67 1.82 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -I- -I- -1- -1- .1-
30.362 .0079 .0079 .24 .61 1.33 .58 .013 .00 .00
1 1 1 1 1 1 1 1 1 1 1 1
1057040 44.320 .581 44..901 3.70 4.89 .37 4527 .00 .67 1.82 2.000 .000 .00
-1- -1- -I- -1-. -1- -1- -1- -1- -1- -I- -1- -1- .1-
85807 .0079 .0079 .68 .58 1.33 .58 .013 .00 .00
I I 1 I I I I 1 I I 1 I
1142 B4B 45.000 .581 45.581 3.70 4.89 .37 45 95 .00 .67 1.82 2.000 .000 .00
-1- -1- -1- -I- -1- -1- -1- -1- -1- -I- -1- -1- -1-
28.912 .0079 .0079 .23 .58 1.33 .58 .013 .00 .00
1 I 1 1 1 1 I I 1 1 1 1
1171 760 45.229 .583 4.5 812 .70 4.86 .37 46 18 .03 .67 1.82 2.000 .000 .00
-I- -I- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I.
11.184 .0079 .0077 .09 .61 1.32 .58 .013 .00 .00
I 1 1 1 1 1 1 1 1 1 1 1
1182.944 45.318 .585 45 903 3.70 4.83 .36 46 26 .03 .67 1.82 2.000 .000 .00
-1- -I- -1- -1- -1- -I- -1- -1- -1- -1- -1- -I' -l-
IS 703 .0079 .0072 .11 .61 1.31 .58 .013 .00 .00
1 1 1 1 1 1 1 1 1 1 1 1
1198 647 45.442 .606 46.048 3.70 4.60 .33 46 38 .03 .67 1.84 2.000 .000 .00
-1- -1- -1- -1- -1- -1- -1- -1- -I- -1- -1- -1- -1-
5.392 .0079 .0063 .03 .63 1.23 .58 .013 .00 .00
1 1 1 1 1 1 1 1 1 I 1 1
1204.0:;9 45.485 .627 4.6.112 3.70 4.39 .30 46.4.1 .02 .67 1.86 LOOO .000 .00
-1- -1- -1- -I- -1- -1- -1- -1- .1- -1- -1- -1- -1-
2.127 .0079 .0055 .01 .65 1.15 .58 .013 .00 .00
1 1 1 1 1 1 1 1 1 1 I 1
1206166 45.502 .649 4.6151 3.70 4.18 .27 46.42 .02 .67 1.87 LOOO .000 .00
-1- -1- -1- -I- -I. -1- -I- -1- -1- -I- -1- -1- -1-
.4.04 .0079 .0048 .00 .67 1.07 .58 .013 .00 .00
WALL ENTRANCE
1
1206.570
-1-
I
.00
.00
I
I
I
I
I
I
I
I
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1
45.505
-1-
1
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-1-
1
46.180
-1-
1
3.70
-1-
1
.24
-1-
I
-1-
1
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-1-
1
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1
-1-
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3.97
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46.42
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1.89
2.000
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I
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PAGE
.0
.0
.0
.0
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1
1-
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~
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B-5B"
I
CARD SECT CHN NO OF AVE PIER
CODE NO TYPE PIER!PIP WIDTH
w S P G W
WATER SURFACE
HEIGHT 1 BASE
DIAMETER WIDTH
- EDIT LISTING - VeI:sion 14
PROFILE (1f.ANNEL DEFINITION
2L ZR UN Y(l) 1'(2)
DROP
05
LISTING
Y(3) Y(4)
Y(SJ
Date, 2-22-2006 Time: 5
PAGE
Y(G) Y(7) Y(B) 1'(9)
59:41
1
Y(lO)
FILE, linebSbqlOO WSW
I
CO 1.500
CO 1.500
W S P G W PAGE NO
WATER SURFACE PROFILE TITLE CARD LISTING
HEADING LINE "0 IS
HEADING LIME NO IS
HEADING LINE NO IS MS'\)Ml'~GE NO
W S P G W
WATER SURFACE PROFILE - ELEMENT CARD LISTING smvl
ELEMENT NO I IS A SYSTEM OIITLET
u/s DATA STATION INVERT SECT W
1000.000 42.720 1 44.220
ELEMENT NO , IS A REACH -
u/s DATA STATION INVERT SECT N RADIUS ANGLE ANG PT "AN"
1123.170 4.3.330 1 .013 .000 .000 .000 0
ELEMENT NO IS A REACH
u/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN "
1165.500 4.3.550 1 .013 45.000 53.896 .000 0
ELEMENT NO , IS A REACH
u/S DATA STATION IWJERT SECT N RADIUS ANGLE ANG PT MAN "
1257.770 44.010 , .013 .000 .000 .000 0
ELEMENT NO IS A REACH
u/s DATA STATION INVERT SECT N RADIUS ANGLE ""G PT MAN "
1293.110 44.186 , .013 45.000 44.996 .000 ,
ELEMENT NO IS A REACH
u/s DATA STATION IWJERT SECT N RADIUS ANGLE ANG PT MAN"
1304.870 44.240 , .013 .000 .000 .000 0
ELEMENT NO IS A WALL ENTRANCE
vis DATA STATION INVERT SECT "
1304.870 44.2'\10 , .500
ELEMENT NO B IS A SYSTEM HEADWORKS
VIS DATA STATION INVERT SECT W S ELEV
1304.870 44.240 , " .24.0
I
I
I
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I
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I
I
I
>>A
I
FILE: lineb5bql00. WSW
W 5 P G W CIVILDESIGN Version 14.05
Program Package Serial Number: 1446
WATER SURFACE PROFILE LISTING
I.ltJ~B- S'B"
I
Date: 2-:22-2006 Time: 5,59:43
PAGE
~... ........ .................... ............. ..... .*. ........................ .......... ............... ......... .... ... .*.... .... ...,.
I Invert I Depth I Water
Station I Elev I (FT) I Elev
- - I 1
,. ~~~:;~. *1 ~~ .~;?~;.I ..>hoB I hUU""
I I I
1000.000 42'720 .500
-I. .1- -1-
.000 .0050
I I I
1000000 42.720 .500
-1- .1- -1-
98.414
I I I
1098.414 4].207 1.]60
-1- -1- -1-
24.756 .0050
I I I
112] .170 43.330 1.314
-I. -1- -1-
]4039 .0052
I I I
1157 209 4] .507 1.242
-1- -1- -1-
.291 .0052
I I I
1165.500 4] .550 226
-1- -1- -1-
45817
I I I
1211 317 43.778 1.165
-1- -1- -1-
46.453 .0050
I I I
1257.770 44.010 131
-1- .1- -1-
35340 .0050
I I I
129] 110 44.186 1.122
-1- -1- -I-
II 760 .0046
WALL ENTRANCE
I
1304 870
-1-
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I
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.0050
I
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44.240
-1-
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44.220
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44.220
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44567
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44.644
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44749
-I.
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44 776
-I-
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44944
-I-
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45141
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45308
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132
-1-
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45 372
-1-
Q 1 Vel Vel I EneI:gy I SupeI: CI:itical I Plow TOPIHeight/IBase Wt
_ (Cf'S) _ _ (FpS) _1_ Head _ Grd.El~ _ Elev. _DePth _ _Width _I~ia'-r: ~I: I.D~
I SF Ave HI" I SE Dpth FI:oude N Norm Dp I UN" I X- Fall
.........1.......1.......1.........1....... .......l....... ....... .......
6.70 3.79 .22 44.44 .00 1.00 .00 1.500 .000
-1- -1- -I. -I. .1- -1- -1- -I. .1.
.0040 .00 1,50 .00 .12 .013 .00
I I I I I I I I
.70 .79 .22 44.44 .00 1.00 .00 1.500 000
-1- -1- -1- .1- -1- -1- -1- -I. .1
.0038 .37 1.50 .00 .12 .013 .00
I I I I I I I I
6.70 .98 .25 44.81 .00 00 .87 1.500 .000
-1- .1- -1- -1- -1- -1- -1- -1- -1-
.0036 .09 1.36 .50 .12 .013 .00
I I I I I I I I
70 4.08 .26 44.90 .01 00 .99 1.500 .000
-1- .1. -1- -1- -1- -1- -1- -I. -I.
.0038 .13 1.32 .56 10 .013 .00
I I I I I I I I
70 4.28 .28 45.03 .01 1.00 1.13 1.500 .000
-1- -1- -1- -1- -1- .1- -1- -1- -1-
.0040 .03 1.25 .64 1.10 .013 .00
I I I I I I I I
70 .33 .29 4507 .00 00 16 1.500 .000
-1- .1- -1- -1- -1- -1- -1- .1- -I.
.0043 .20 1.23 .66 1.12 .013 .00
I I I I I I I I
70 4.55 .32 4526 .00 1.00 1.25 1.500 .000
-1- -1- -1- -1- -1- -1- -1- -1- -1-
.0047 .22 1.17 .74 12 .013 .00
I I 1 I I I I I
70 4.69 .34 45.48 .01 .00 .29 1.500 .000
-1- -I- -1- -1- -I- -1- -1- -1- -1-
.0049 .17 1.14 .78 I 12 .013 .00
I I I I I 1 I 1
70 4.73 .35 45.65 .00 1.00 1.30 1.500 .000
-1- -1- -1- -1- -1- -1- -1- -1- -1-
.0049 .06 1.12 .80 1.16 .013 .00
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FILE: lineb5cq10Q,WSW
EDIT LISTING - VelCsion 14
PROFILE - CHANNEL DEFINITION
ZL ZR INV Y(l) Y(2)
DROP
I
CARD SECT CHN NO OF AVE PIER
CODE NO TYi?E [lIER/PIP WIDTH
.
WATER
HEIGHT 1
DIAMETER
S P G W
SURFACE
BASE
WIDTH
I
CO 1.500
CO 1.500
Ii S P G 10
h'ATER SURFACE PROFILE TITLE CARD LISTING
HEADING LINE NO' "
HEADING LINE NO "
HEADING LINE NO "
W S P G W
WATER SURFACE PROFILE ELEMENT CARD LISTING
ELEMENT NO " A SYSTEM OUTI..ET
u/S DATA STATION INVERT SECT
1000.000 45.040 ,
ELEMENT NO , " A REACH
u/s DATA STATION INVERT SECT N
1032.490 45.330 , .013
ELEMENT NO " A REACH
u/s DATA STATION INVERT SECT N
1067.490 45.642 , .013
ELEMENT NO 0 IS A REACH
u/s DATA STATION INVERT SECT N
1148.270 46.370 , .013
ELEMENT NO " A REACH
U/S DATA STATION INVERT SECT "
1178.84Cl 46.646 , .013
ELEMENT NO IS A 'ALL ENTRANCE
u/S DATA STATION ! NVERT SECT FP
1178.840 46.646 , .500
ELEMENT NO 7 IS A SYSTEM HEADWORKS
q/s DATA STATION UNERT SECT
1178.840 46.646 ,
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LINE:
B-7( .,
.05
LISTING
Y(3) Y(4)
Date, 2-22-2006
1:52
I
Y(lO)
Time: 6,
PAGE
Y(!3)
Y(5)
Y(6) Y(7) Y(8)
PAGE NO
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PAGE NO
. S HEV ;
46.540
-
RADIUS ANGLE ANG PT MAN H
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RADIUS ANGLE ANG PT MAN H
45.000 -44.563 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE ANG PT HAN H
4S.ClOCl -38.923 .000 0
. S ELEV
0' .646
51,.
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FILE, linebScqlOO.WSW
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w S P G W - CIVILDESIGN Version 14.05
Progr<lm Package Serial Number, 1446
WATER SURFACE PROI'lLE LISTING
.'
"
I)- $'C
Date, 2-22-2006 Time, 6, 1:53
PAGE
~~""""""""""""""""*"'''*''''''''''''''........."..................................................u...... ........
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I Invert Depth I Water Q I Vel Vel I Energy] Super IcriticallFlow Top!Height/ Base Wt
StatiO:l_I_ Elev _1_ (FT) _1_ Elev _ _ (CFS) .I.(FPS)_I_ Head. _ Grd.El:l_ Elev_ .Depth _ .Width _ ~ia.-~~r Ion:
L/Elem ICh Slope I I I SF Ave HF ISE DPthlFrOUde NINoI1n Dp 'ON" X-Fall
.. ....... ........T.......I........ .1......... .......1....... ..... ....1... ....I... .....1........ ....... I.......
1000.000 45.040 1.500 46.540 6.50 3.68 .21 46.75 .00 .99 .00 1.500
-1- -1- -1- -I- -1- -I- .1- .1. .1- -1- -1- -1-
.000 .0089 .0038 .00 1.50 .00 .89 .013
1 I I I I 1 1 I I I 1
1000.000 45.040 1.500 46.540 6.50 3.68 .21 4675 .00 .99 .00 1.500
-I. -1- -1- .1- -1- -1- -1- .1- -1- -1- .1- -I-
21.915 .0089 .0035 .08 1.50 .00 .89 .013
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1021.915 45.236 1.360 46.596 6.50 3.86 .23 46.83 .00 .99 .87 1.500
-1- -1- -I- -1- -1- -1- -1- -1- -1- -1- -I-
10 419 .0089 .0035 . Dol. 1.36 .49 .89 .013
1 I I I I I 1 I 1 I
1032.3H 45.329 1.280 46.609 6.50 4.05 .25 ol.686 .00 .99 1.06 1.500
-1- -1- -1- -1- -I. -1- -1- -1- -1- -1- -1-
.156 .0089 .0036 .00 1.28 .58 .89 .013
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1032ol.90 45.330 1.279 46609 6.50 4..05 .25 46.86 .01 .99 1.06 1.500
-I- -I- -1- -I- -1- -I. -1- -1- -1- -I- -1-
8.022 .0089 .0038 .03 1.29 .58 .89 .013
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1040512 45.402 1.212 46614 6.50 ol..25 .28 46.89 .01 .99 1.18 1.500
-1- -I- -I- .1- -I- -I- -1- -1- -I- -I- -1-
6.276 .0089 .0041 .03 1.23 .66 .89 .013
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1046.787 45.457 1.154 46.612 6.50 ol..45 .31 ol.6. 92 .02 .99 1.26 1.500
-1- -1- -I- -I- -1- -I- -I- -I- -I. -I- -1-
5.130 .0089 .00ol.6 .02 1.17 .73 .89 .013
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1051.9"-8 45.503 1.101 46.604 6.50 4.67 .34 46.94 .02 .99 1.33 1.500
-I- -I- -1- -I- -1- -1- -I- -I- -1- -I- -1-
.360 .0089 .0051 .00 1.U .80 .89 .013
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1052.278 ol.5.506 1.053 46.559 6.50 4.90 .37 46.93 .02 .99 1.37 1.500
-1- -I- -I- -1- -1- -1- -1- -I- -I- -I- -I-
HYDRAULIC JUMP
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1052.278 45506 .883 ol.6389 6.50 6.01 .56 46.95 .04 .99 1.48 1.500
-I- -1- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I-
15.212 .0089 .0090 .14 .92 1.24 .89 .013
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1067.490 45.642 .883 46525 6.50 6.01 .56 47.09 .00 .99 1.48 1.500
-I- -1- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I-
47.737 .0090 .0090 .43 .88 1.24 .88 .013
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1115 227 46.072 .883 46 955 6" .50 6.01 .56 47.52 .00 .99 1.48 1.500
-1- -I- -1- -I- -1- -I- -I- -I- -I- -I- -I- -I-
33.043 .0090 .0090 .30 .88 1.24 .88 .013
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1148.270 46.370 .886 47 256 6.50 5.98 .56 47 81 .04 .99 1.48 1.500
-I- -1- -I- -1- -1- -I- -I- -I- -I- -I- -I- -I-
21.144 .0090 .0086 .18 .92 1.23 .88 .013
1 I I 1 I I I I I I I
1169 414 46.561 .907 47.468 .50 5.81 .52 47.99 .03 .99 1.47 1.500
-I- -I- -I- -1- -1- -I- -I- -I- -I- -I- -I- -I-
7.818 .0090 .0078 .06 .94 1.17 .88 .013
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1177 .232 46.631 .945 47 577 6.50 5.54 .48 48 OS .03 .99 1.45 1.500
-1- -I- -1- -I- -I- -I- -1- -I- -I- -I- -I- -I-
1.608 .0090 .0069 .01 .98 1.09 .88 .013
WALL ENTRANCE
1
1178 840
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