DISCHARGE RATINGS FOR CONTROL GATES AT MISSISSIPPI RIVER LOCK AND DAM 14, LE CLAIRE, IOWA By Albert J. Heinitz U.S. GEOLOGICAL SURVEY Water Resources Investigations Report 85-4261 Prepared in cooperation with U.S. Army Corps of Engineers Rock Island District Rock Island, Illinois Iowa City, Iowa 1985
Welcome message from author
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
DISCHARGE RATINGS FOR CONTROL GATES
AT MISSISSIPPI RIVER LOCK AND DAM 14,
LE CLAIRE, IOWA
By Albert J. Heinitz
U.S. GEOLOGICAL SURVEY
Water Resources Investigations Report 85-4261
Prepared in cooperation with
U.S. Army Corps of Engineers Rock Island District Rock Island, Illinois
Iowa City, Iowa 1985
UNITED STATES DEPARTMENT OF THE INTERIOR
Donald Paul Hodel, Secretary
GEOLOGICAL SURVEY
Dallas L. Peck, Director
For additional information write to
U.S. Geological Survey Water Resources Division P.O. Box 1230 Iowa City, Iowa 52244
ii
CONTENTS
Page
T |^ 4» y* ^^ /"Ji i r* 4" i /% v\ ^_^_ ^_ ^_ ^_ ^_ ^_ ^_ ^^ ^^ ^^ ^^ ^^ _^ _^ OXJI L.L L/UlUw LX UJ1 *-. -. *. «.«.«. «.«««. «.«.«.«.«.«. «.«. ^
Purpose and Scope - 3Acknowledgements --- 3
Location of study area 4
Flow Controls 4Types of flow at Dam 14 control gates -- 7
Dam Operation - 8
Discharge and stage measurements - 11
Tainter gate flow 14Computation of gate opening 14Submerged orifice flow coefficients - 18Submerged orifice discharge equation 20
Roller gate flow 22Gate opening - 22Submerged orifice flow coefficient 22Submerged orifice discharge equation - 26Free weir flow coefficient 27Free weir discharge equation 29
Discharge equations and ratings - 30
Conclusions 37
Selected references 38
Xll
ILLUSTRATIONS
8
9
10
11
Page
Figure 1. Map of Inland Waterway Navigation System of theUpper Mississippi River Bas: n 5
2. Map showing location of tainter and roller gatesat Lock and Dam 14 on the Mississippi River 9
3. Diagram showing sectional views of tainter androller gates on Mississippi River Lock and Dam 14- 10
4. Diagram showing details of tainter gates atMississippi River Lock and Dam 14 15
5. Graph showing gage indicator corrections and com parison of gate openings and discharges at 1.0 foot gage indicator settings? for tainter gates on Mississippi River Lock and Dam 14 17
6. Graph showing submerged orifice flow coefficient- submergence ratio relation for Mississippi River Lock and Dam 14 tainter gates 19
7. Graph showing comparison of discharge measurements of September 12-13, 28, 1983, to rating curves for tainter gates at Mississippi River Lock and Dam 14 21
Graph showing submerged ori submergence ratio relation Mississippi River Locks and
Diagram showing positions o:: roller gates for selected openings
Graph showing free weir flow relation for roller gates in for Mississippi River Locks
Graph showing discharge-headwater relation for free weir flow for roller gates in submerged position, Mississippi River Lock and Dams 11 and 14 - -- *
ice flow coefficient- or roller gates at Dams 11 and 14 23
25
coefficient-headwater submerged position
and Dams 11 and 14 28
29
iv
ILLUSTRATIONS continued
Page12. Graph showing discharge ratings for submerged
orifice flow for a single tainter gate at Missis sippi River Lock and Dam 14 compared to hydraulic-model ratings 34
13. Graph showing discharges for submerged orifice flow for a single roller gate at Mississippi River Lock and Dam 14 compared to hydraulic- model ratings 35
TABLES
Table 1. Flow controls and their respective hydraulic equations
Summary of current-meter measurements and hydraulic control data for control gates at Mississippi River Lock and Dam 14 13
Summary of discharge equations for control gates at Mississippi River Lock and Dam 14 31
Stage-discharge rating for submerged-orifice flow for a single tainter gate at Mississipi River Lock and Dam 14 with upstream pool stage of 14.92 feet.- 32
Stage-discharge rating for submerged-orifice flow for a single roller gate at Mississippi River Lock and Dam 14 with upstream pool stage of 14.92 feet.- 33
Mississippi River Lock and Dam 14 operation sche dule Plan A 36
V
SYMBOLS AND UNITS
Symbol
a
B
B s
C
C gs
Csw
Csws
C w
C ws
8
G
H,
Definition Unit
H Is
Is
3s
Elevation difference, trunnion centerline to sill ft
Lateral width of a Tainter or Roller gate ft
Length of fixed spillway ft
Free orifice flow coefficient of discharge
Submerged orifice flow coefficient of discharge
Free weir flow coefficient of discharge, fixed spillway
Submerged weir flow coefficient of discharge, fixed spillway
Free weir flow coefficient of discharge, gate crest
Submerged weir flow coefficient o:E discharge, gate crest
Acceleration due to gravity
Gage indicator reading
Total headwater head including velocity head referenced
to gate sill
Static headwater head referenced to gate sill
Static tailwater head referenced
Total headwater head including velocity head referenced
to the gate crest
Static headwater head referenced
Static tailwater head referenced
to gate sill
to gate crest
to gate crest
Vertical gate opening
Number of lockages occurring betwieen recordings
Computed discharge per gate
Computed fixed-spillway discharge
ft/s 2
ft
ft
ft
ft
ft
ft
ft
ft
ft 3 /s
ft 3 /s
vi
SYMBOLS AND UNITS --continued
Symbol Definition Unit
R Radius from trunnion centerline to upstream face of a
Tainter gate ft
r Radius from trunnion centerline to gate R.P. ft
Ah=h 1 -h_ Static head loss through structure ftJ. «J
At Time between recordings sec
8 Included angle between radial lines from the trunnion
centerline through the R.P. and through the lower lip
of the gate deg
0 The angle measured from the horizontal to the radial
line from the trunnion centerline through the gate
R.P. with the gate in a closed position deg
< Less than
> Greater than
^ Greater than or equal to
FACTORS FOR CONVERTING INCH-POUND UNITS TO INTERNATIONALSYSTEM UNITS (SI)
The following factors may be used to convert published herein to the International System
Multiply inch-pound units
inches (in) feet (ft) miles fmi)
acressquare miles (mi 2 )
cubic feet (ft 3 )cubic feet per second-day
(ft 3/s-day) acre-feet (acre-ft)
cubic feet per second (ftVs)
By
-Length-
25.4.3048
1.609
-Area-
4,0472.590
- Volume -
0.028322,447
1,233
-Flow-
0.02832
the inch-pound units of Units (SI)
To obtain SI units
millimeters (mm) meters (m) kilometers (tan)
square meters (m2 ) Square kilometers (km2 )
cubic meters (m3 )cubic meters (m 3 )
cubic meters (m 3 )
cubic meters per second (m 3 /s)
viii
DISCHARGE RATINGS FOR CONTROL GATES
AT MISSISSIPPI RIVER LOCK AND DAM 14, LE CLAIRE, IOWA
By Albert J. Heinitz
ABSTRACT
The water level of the navigation pools on the Mississippi River are
maintained by the operation of tainter and roller gates at the locks and dams.
Discharge ratings for the gates on Lock and Dam 14, at Le Claire, Iowa, were
developed from current-meter discharge measurements made in the forebays of
the gate structures.
Methodology is given to accurately compute the vertical gate openings of
the tainter gates.
Discharge coefficients, in equations that express discharge as a function
of tailwater head, headwater head, and vertical height of gate opening, were
determined for conditions of submerged-orifice and free-weir flow.
A comparison of the rating discharges to the hydraulic-model rating
discharges is given for submerged orifice flow for the tainter and roller
gates.
INTRODUCTION
The present navigation system on the Upper Mississipppi River between St.
Paul, Minnesota, and St. Louis, Missouri, was initiated in 1930 when Congress
passed the River and Harbor Act authorizing funds for its development. This
legislation provided for a navigation channel at least 9 feet deep and 400
feet wide, to be established by constructing 4 series of locks and dams, andt
maintained by channel dredging. The dams create a series of "steps" which
allow towboats or other river vessels to travel upstream or downstream. Each
dam controls the level of its pool and the locks lift or lower vessels from
one pool to the next. Lock and Dam 14 was placed in operation June 14, 1939.
This is the second in a series of reports relating to discharge ratings
and hydraulic characteristics of the control ( 5ates at locks and dams on the
Mississippi river. The report for Lock and Dam
1985) preceded this report. The discharge ratings for Locks and Dams 11, 14
and 16 were done concurrently. During the course of the studies, it was
observed that the hydraulic characteristics of
14 had some similarity. For this reason,
coefficients for the Dam 11 roller gates were
rating development in this study.
11 at Dubuque, Iowa, (Heinitz,
the roller gates at Dams 11 and
the submerged orifice flow
used to corroborate the Dam 14
Purpose and Scope
Central to the efficient operation of the navigation system is the
availability of reliable discharge ratings for the flow control structures.
The purpose of this report is to describe the results of a study to develope
discharge ratings for the control gates at Lock and Dam 14. The ratings were
developed by using the results of current-meter discharge measurements, made
in the forebays of the control gate structures, to verify and evaluate the
discharge coefficients for the theoretical discharge equations. Discharge
ratings (U.S. Army Corps of Engineers, 1940) originally developed from
laboratory tests on hydraulic models of the gates had never been verified with
field data.
The scope of the work covered in this report includes results of current-
meter discharge measurements, methodology for computing tainter gate openings,
development of discharge coefficients and equations of discharge, definition
of rating tables of discharge for submerged orifice flow, comparison of
submerged orifice flow discharges to hydraulic-model rating discharges, and a
comparison of discharges computed from methods described in this study to
those listed in the U.S. Army Corps of Engineers gate operation schedule for
Lock and Dam 14.
Acknowledgements
This project was completed in cooperation with the U.S. Army Corps of
Engineers (U.S.C.E.). Personnel from the U.S.C.E. assisted in making current-
meter discharge measurements at the dam. Special acknowledgement is given to
the U.S.C.E. Lockmaster for arranging to have the gates adjusted as needed
for the measurements.
LOCATION OF STUDY AREA
Lock and Dam 14, located at Le Claire, Iowa, is a unit of the Inland
Waterway Navigation System of the Upper Mississippi River Basin. Figure 1
shows a general map of the system within the 'took Island District (U.S. Army
Corps of Engineers, 1980, plate 1).
FLOW CONTROLS
Three types of flow controls are present or the structures of Lock and Dam
14. These are tainter gates, roller gates am the navigation lock. Detailed
theoretical as well as physical descriptions of these flow control structures
are beyond the scope of this report, and therefore are not included. Readers
interested in this subject are referred to Davis and Sorensen (1952), Rouse
(1949), Creager and Justin (1950), and King and Brater (1954). Table 1
summarizes the hydraulic conditions that define each regime of flow and the
corresponding generalized steady-state disc large equations. An important
parameter common to all types of flow control is the discharge coefficient,
which is discussed in the following paragraph.
The discharge coefficients (C) are functions of various independent
hydraulic control variables, of which the most significant are: the static
headwater head (h-), the static tailwater h^ad (h_), and the gate opening
(h ). A discharge coefficient is defined as (the ratio of measured dischargeO
(Q) to theoretical discharge (ASCE, 1962] i. Discharge coefficients are
determined by measuring discharge during conditions when the hydraulic control
variables are known and fixed. This procedure, referred to as calibration, may
be performed on a hydraulic model under controlled laboratory conditions or in
the field at the dam.
DAM NO. 10(GUTTENBERG.I
DAM NO. II(DUBUQUE.IA)
WISCONSIN
ILLINOIS
DAM NO. 12(BELLEVUE, IA)
DAM NO. 13(FULTON, IL)
DAM NO. 14(LE CLAIRE, IA)
DAM NO. 15ROCK ISLAND.IL)
PROJECT LOCATION
DAM NO. 16(MUSCATINE.IA)
DAM NO. 17(NEW
DAM NO. 18(GLADSTONE, IL)
MISSOURI
DAM NO. 19(KEOKUK.IA)
DAM NO. 20(CANTON, MO)
DAM NO. 21(QUINCY, IL)
NORTH
10 20 30 MILES
10 20 30 KILOMETERS
DAM NO. 22(SAVERTON.MO)
Figure 1.--Inland Waterway Navigation System of the Upper Mississippi River Basin (modified from USCE, 1980, plate 1).
Table
1. Flow co
ntro
ls and
their
respective hydraulic equations
Flow
control
Tainter
and
Roller
gates
Fixed
Spillway*
Flow regimes
possible
Free-orifice
Submerged orifice
Free weir
Submerged weir
Free weir
Submerged weir
Hydraulic
conditions
necessary
h <^0.67 h.
and h~<^h
g 1
J a
h0<"0.67 h, and
h-a J^ h
"
1
J-*-"
gr o
h ^0.67 h, and
h3/h,<;o.6
o
>*>x^
- ^~ 0.67 h^
and h~/h*.^Q.6
h3s
/hls<:0
-6
h3s/his^0.6
Equations
Q =
Cfh
B(2g h^
0-5]
Q =
C fh
3 B(2gAh)0-5j
Q = Cw^l
1'5]
"
Cw ^s^l
1'5]
Qg .
C fB^^
1-5]
L
_
% '
Csw Csw
s[B
shls
1-5
J
Equation
number
(1)
(2)
(3)
(A)
(5)
(6)
iocks
Ah>0
- NA Ah/At
(7)
* Same fo
r flow over gate cr
est with gate in
submerged position
The
brac
kete
d po
rtio
ns o
f eq
uati
ons
1 th
roug
h 6
repr
esen
t th
e th
eore
tica
l expression
for
disc
harg
e through
a gate B
units
in
widt
h.
The
inde
pend
ent
hydr
auli
c co
ntro
l variables
are
stat
ic h
eadwater h
ead
(hn)
, st
atic
tailwater
head
(h
^),
and
gate
opening
(h ).
Th
e va
riab
le,
Ah,
repr
esen
ts
the
difference b
etwe
en
the
headwater
and
tailwater
heads
and At,
repr
esen
ts a
tim
e interval.
N is
the
num
ber
of
lockages a
nd A i
s the
area
or
widt
h ti
mes
leng
th of th
e Lock.
The
grav
itat
iona
l constant,
g,
is
equa
l to
32
.2 f
t/s
2.
Heao
Vate
r and
tail
wate
r heads
are
the
vert
ical
dis
tanc
es f
rom
the
gate s
ill
or sp
illw
ay crest
to u
pstream
and
down
stre
am p
ool
elev
atio
ns,
respectively.
The
crit
eria
used
to s
epar
ate
orifice
flow f
rom we
ir f
low
is b
ased
on
the
fact
th
at
crit
ical
depth
of
flow
in
a rectangular
chan
nel
is e
qual
to t
wo-t
hird
s of t
he t
otal
head
in t
he a
ppro
ach
section.
As t
he g
ate
open
ing
is increased
above
crit
ical
dep
th,
the ga
te no
long
er a
cts
as a
contr
ol of d
ischarge.
Tainter and roller gates are the only controls for which data are evaluated in
this report. Flow through the locks can be computed by multiplying the volume
of water contained in the lock times the number of lockages during a fixed
period of time.
Types of Flow at Dam 14 Control Gates
Submerged orifice flow predominates when the control gates at Dam 14 are
in operation (U.S. Army Corps of Engineers, 1980, plate 29). Free orifice
flow would very rarely occur at a low-head navigation-type structure as found
on Dam 14 and would not occur at the dam under normal operating conditions.
Calibration requires the development of a relation between the discharge
coefficient, C , in equation 2 and the gate submergence ratio, tu/h .
Free weir flow at the Dam 14 roller gates would occur primarily with the
gates in a submerged condition with flow over the crests of the gates.
Calibration of these gates requires the definition of the relation between the
discharge coefficient, C , in equation 5 and the headwater, h , over the
gate crest. The gates are operated in the submerged position in the winter
when there is no commercial navigation and the dam is out of operation.
Submerged weir flow could occur with the roller gates in a submerged condition
at a time of high flow in the river. However, the gates would normally be
raised above the water surface before submerged weir flow would occur over the
gate crests. The tainter gates are non-submergible, therefore, flow would not
occur over the gate crests. Submerged weir flow would also occur over the
tainter and roller gate sills with the gates raised above the water surface
when the dam is out of operation. This type flow is not evaluated in this
report.
DAM OPERATION
gatesLock and Dam 14 contains 13 tainter
controlling the pool elevation upstream from
gates, located adjacent to the lock, are separated
tainter gates by the 4 roller gates, which arc;
(fig. 2). Sectional views of the tainter and
figure 3.
and 4 roller gates for
the dam. Four of the tainter
from the remainder of the
situated at about mid-channel
roller gates are shown in
The tainter gates are of the non-submergible type and close on the curved
steel channels embedded in the concrete sills. Each gate is 60 feet wide and
operates between piers with 60 feet clear openings.
The roller gates are of the submergible
submergence. Each gate is 20 feet high and 100
piers with 100 feet clear openings.
type, capable of 8 feet of
feet wide and operates between
Operation of the control gates for maintaining the pool elevation is based
on a study (U.S. Army Corps of Engineers, 1980) conducted to determine the
optimum use of the dam for river flowage, conservation interests and towboat
service. Operation "Plan A" (U.S. Army Corps of Engineers, 1980, plate 29) was
adopted and put into use on April 17, 1940 and remains in effect. "Plan A"
allows the high water levels to recede naturally until the authorized pool
elevation for lower flows is reached.
Dam 14 is a run-of-the-river dam and cannct store water for flood control
purposes. The pool is maintained between stagas 14.5 and 15.0 feet. When the
river is rising and the tailwater stage reaches 12.6 feet, the tainter and
roller gates are raised above the water surface. During flood periods, the
gates are raised out of the water allowing run-of-the-river flow to occur.
8
600 FEET
EARTH DIKE
Figure 2.--Location of tainter and roller gates at Lock and Dam 14 on the Mississippi River (from USCE, 1980, plate 2).
TAINTER GATE-
ROLLER GATE -SECTIONAL VIEW
Figure 3.--Sectional views of tainter and roller gates on Mississippi River Lock and Dam 14 (modified from USCE, 1980, plates 5 and 6)
10
During winter, when there is no commercial navigation and the pools become ice
covered, the roller gates at Dam 14 are placed in the submerged position. The
tainter gates are operated the same as in summer with submerged orifice flow.
The pool is maintained within the winter operating limits of 13.9 to 14.9 feet
stage.
DISCHARGE AND STAGE MEASUREMENTS
The tainter and roller gates are built with a roadway over the structures
giving access to the forebays with standard current-meter measuring equipment.
The discharge measurements were made from the upstream edge of the roadway
which is approximately 22 feet upstream from the downstream edge of the
tainter gate sills and approximately 27 feet upstream from the roller gates.
The distance of the measuring equipment from the orifice and control structure
appeared to be adequate to allow measurements of good quality to be made. Some
vertical velocity curves were taken to verify the standard 0.2 and 0.8 method
of velocity observation. The measurements were made with equipment normally
used for measuring large streams; velocity was measured using a type AA
current meter suspended with Columbus-type sounding weights (50-150 pound)
from a collapsible crane (Rantz and others, 1982).
The concurrent pool and tailwater stages for the measurements were
obtained from the gages in the operations building. The headwater (h ) and
tailwater (h_) referenced to the sill are obtained by adding 5.08 feet to the
gage readings. The stages can be referenced to mean sea level elevation by
adding the zero gage datum, 557.08 feet (1912 adjustment), to the stages. The
gate-opening settings for the tainter gates were read from the staff-indicator
gages on the tainter gates and those for the roller gates were read from the
shaft indicator marks on the operating machinery.
11
A total of 43 measurements of discharge ranging from 738 to 20,800 cubic
feet per second in a gate were made in the forebays of the roller and tainter
gate structures of Lock and Dam 14. Discharge coefficients for all the gates
of the same design could be developed from ipeasurements on a single gate.
However, to insure greater accuracy because of the fluctuations of the pool
and tailwater during the measurements and to account for variations in
entrance and exit conditions, several gates were selected for calibration.
Discharge through each of the gate bays was measured at least once for
submerged orifice flow. Only roller gate no. 7 was measured with the gates in
a free weir flow position. The results of thjese measurements are listed in
table 2.
Leakage, which is common to submergible jjates because of the clearance
provided between the gate and sill for lowering the gates, was not separately
determined. The flow attributable to leakage is included in the discharge
measurements.
Discharge measurements made at the Lock and Dam 11 roller gates were used
to corroborate the data for the Lock and Dam 14 roller gates in defining the
submerged-orifice discharge rating because the gates are the same type of
structure and share the same hydraulic-model discharge rating.
12
Table 2 - Summary of current-meter discharge measurements and hydraulic control data for control gates at Mississippi River Lock and Dam 14.
Gate Pool I/ T/W 2/number Date stage stage
in feet in feet
1
2
333333
4
5
66666
777777
8
9
10
111111111111
12
13
14141414
15151515
16
1717
I/2/3/
bsw
09-13-83 14.96 4.94
09-13-83 14.96 4.94
09-13-83 14.96 4.9409-28-83 14.96 6.5009-28-83 14.96 6.4905-14-84 14.02 9.5505-14-84 14.02 9.5505-14-84 14.02 9.55
09-13-83 14.96 4.94
09-13-83 14.98 4.90
09-13-83 15.00 4.8809-28-83 14.96 6.5205-14-84 14.02 9.5505-14-84 14.02 9.5505-14-84 14.02 9.55
09-13-83 15.02 4.7211-08-83 14.95 5.0511-08-83 14.95 5.0511-08-83 14.95 5.0511-08-83 14.95 5.0511-08-83 14.95 5.05
09-13-83 15.02 4.70
09-13-83 14.98 4.94
09-13-83 14.98 4.94
09-13-83 15.02 4.7809-28-83 14.95 6.5009-28-83 14.96 6.5105-14-84 14.02 9.5505-14-84 14.02 9.5505-14-84 14.02 9.55
09-13-83 15.02 4.78
09-13-83 15.02 4.72
09-12-83 14.60 4.5705-14-84 14.02 9.5505-14-84 14.02 9.5505-14-84 14.02 9.55
09-12-83 14.60 4.5709-14-83 14.94 4.9209-28-83 14.95 6.4909-28-83 14.96 6.52
09-12-83 14.60 4.57
09-12-83 14.60 4.5709-13-83 14.95 4.94
1^ = Pool stage +5.08 feet.h3 = Tailwater (T/W) stage + 5.SO designates submerged-orificeFW designates free-weir flow.
Gagereading
G in feet
1.50
2.00
1.503.004.006.008.009.00
1.50
2.10
2.604.507.008.509.50
2.00l.OOs2.00s4.00s6.00s7.00s
2.00
1.00
1.00
1.003.004.006.008.009.00
1.00
1.00
1.006.008.009.00
1.002.003.024.00
1.00
0.501.50
08 feet.flow.
Gateopening
in
1
1
123578
1
12467
1
0
023579
0
1
0578
0123
0
01
?eet
.35
.83
.26
.84
.80
.78
.77
.79
.46
.20b
.20b
.20b
.20b
.20b
.01
.94
.95
.98
.92
.97
.97
.09
.95
.13
.96
.95
.93
.93
.99
.94
.99
.91
.83
.39
.36
Discharge
in ftVs
2
2
134479
2
3
477
1320
312456
3
1
1
134479
1
1
1589
1245
1
1
,060
,630
,720,520,820,740,500,580
,000
,930
,670,040,520,300,800
,460,610,100,110,990,930
,400
,510
,460
,430,610,970,760,110,210
,440
,650
,410,470,140,840
,500,670,000,140
,290
738,910
Deviationfrom
rating in percent
+ 4
+ 0
- 6- 3+ 0- 9+ 9+24
- 5
+ 9
+ 5+ 0- 5
0+ 2
0+40
0+ 2+ 0+ 0
- 1
+ 0
+ 3
0- 5+ 1-11+ 1+15
+ 0
- 2
- 1+ 2+16+25
+ 2- 3+ 4+ 4
+ 3
+19- 3
.6
.8
.5
.6
.8
.2
.2
.4
.7
.8
.2
.3
.4
.5
.0
.0
.7
.3
.5
.7
.5
.2
.0
.5
.1
.8
.7
.4
.4
.1
.3
.8
.0
.3
.7
.7
.2
.4
.5
3 9
7.42
5.48
7.954.083.042.531.881.66
6.86
4.75
3.832.582.091.721.54
4.90
4.89
9.92
10.66
10.383.892.962.451.841.61
10.38
8.67
10.052.461.841.64
9.755.153.872.97
11.63
24.747.37
C9S
0.135
0.172
0.1120.2170.2980.3190.5040.644
0.131
0.155
0.1840.2600.3030.5360.839
0.13712.24w6.43w4.78w3.88w3.59w
0.135
0.099
0.096
0.0940.2230.3070.3200.4780.619
0.095
0.109
0.0960.3670.5470.661
0.1020.1750.2470.317
0.088
0.0500.125
Flow 3/regime
SO
SO
SOSOSOSOSOSO
so
so
sososososo
soFWFWFWFWFW
SO
SO
SO
SOSOSOSOsoso
so
so
sosososo
sosososo
so
soso
Computed headwater, h, , over gate crest.Gate in submerged positionCoefficient, C , for free-weir flow.
13
TAINTER GATE FLOW
Computation of Gate Opening
The gate opening, h , is the most important variable in calibrating theo
flow through tainter gates. In most cases the ,gate opening cannot be measured
directly in the field during operation of the
opening is computed indirectly using pertinent geometric properties of the
gates and direct measurements of the elevation of a selected reference point
on each gate. Dimensions of gate structure members that can not be measured on
the gate are obtained from the construction plans. These include the gate
radius, R, and the included angle, 8, of the gate structure (fig. 4).
structure. Therefore, the gate
The reference point (R.P.) established for [computing the gate opening, h ,o
for the tainter gates on Dam 14 is the top of
guide plate on the gate arm (fig. 4). The bolt
a slotted bolt head holding a
selected, of four bolts, is the
one closest to the pier and to the trunnion and is 18.00 feet from the
trunnion centerline. The R.P. is the same for all the gates except for gate 1
where a chiseled arrow was set on the left (as viewed facing downstream) gate
arm and gate 17 where a chiseled arrow was s^t on the right gate arm. These
R.P.'s were set 18.00 feet from the trunnion centerline. The guide plates on
gates 1 and 17 were not accessible for determining elevations. Elevations of
the R.P.'s were determined by levels from established benchmarks on the piers
between the gates (U.S. Army Corps of Engineers, 1939). The vertical gate
opening, h , is computed from the equation:O
h = 22.00 - 27.531 sin(40.622 + 8
where
<(> = sin" 1 [(574.00 - R.P. elev. )/18.00]
The terms in the equation are graphically displayed in figure 4.
14
(8)
TR
UN
NIO
N
hg =
22.0
0'-
27.5
3l'
sin
(4
0.6
22°+
(|)u
)
^
. .1
/
574.0
0' -
R.R
e
lev
ati
on
N
wh
ere
(p
., =
sin
' ;
\ 18.0
0
/
NO
T
TO
S
CA
LE
Figure 4.
Details of tainter gates at Mississippi River Lock an
d Dam 14.
The average gate opening (h ) computed forO
5 gates in the closed (h = 0)O
position prior to calibration of the included angle was 0.19 foot with
variations from 0.17 to 0.21 foot. The relation between the "true" gate
opening (h ) and the gage indicator readings for non-submergible gates can beO
calibrated by closing the gate (h = 0) and computing the included angle ofc>
the gate structure using the R.P. elevatior. of the gates in the closed
position. The average included angle (8) competed for the 5 gates was 40.622
degrees (fig. 4). The deviation of h for these; 5 gates is +/- 0.02 foot.O
The average adjusted gate opening (h ), with the gage indicator settingsO
at 1.00 foot for all the tainter gates, was 0.93 foot with variations from
0.76 to 1.13 feet. These differences can be attributed primarily to error in
the gage indicator settings and to the variance of the seals on the bottom
edge of the gates. Corrections for the individual gage indicators (e) and the
relation of the gate openings (h ) at the 1.00 foot gage indicator settingsc>
are shown in figure 5. Also shown is the discharge for each of the tainter
gates, these range from 1,140 to 1,650 cubic feet per second.
A gage indicator error of 0.10 foot will give about a 10 percent deviation
in discharge from the rating discharge at the 1.00 foot gage setting. This
deviation from the rating decreases at higher
at the 2.00 feet gage setting and 2.5 percent
The deviation of discharge from the rating dis
gage settings (about 4 percent
at the 4.00 feet gage setting),
charge for the individual gates
could be minimized by adjusting the gage indicators to more nearly reflect the
computed gate opening, h .O
16
o IT
I
2-5
-
to
n O
*£.<
&-*
-o' "
"*"< >
-o<Q
o Q
-t
- <S
3<
* o
<D - T
"^
D
O
r-9
:5O
O
*/»
(DO
-* c
o O
O
"^
D O o> CO
GAT
E O
PE
NIN
G,
hg,
IN R
ELA
TIO
N T
O 1
.0FO
OT
GA
GE
RE
AD
ING
p
o
p
--
^
CQ
ID
0
L*
i
O4
o _
CO -
GA
GE
IND
ICA
TOR
C
OR
RE
CTI
ON
ro 1*4 CD
O (n
(e)
-0.1
5
-0.1
7
-0.2
4
-0.0
6
+0.
01
-0.0
6
-0.0
5
-0.0
5
+0.1
3
-0.0
4
-0.0
1
-0.1
7
-0.1
1
ME
AS
UR
ED
DIS
CH
AR
GE
IN R
ELA
TIO
N T
O1,
390
FT3/
S R
ATI
NG
DIS
CH
AR
GE
AT
1.0
FOO
T G
AG
E R
EA
DIN
G
_
N>
c*
-is*
en
o>
^j
0000000
o
o
o
o
o
o
o
TO
CM
CO
O CM CT
i
Submerged Orifice Flow Coefficients
Discharge coefficients for submerged orifice flow were computed by solving
equation (2) in table 1 for C using the results of the dischargegs
measurements (table 2) that were made with the gates in submerged orifice flow
conditions. The flow coefficients, C , are Listed in table 2 and a graph8s
defining the relationship of C to the orifice submergence ratio is shown in8s
figure 6. The resulting equation, relating the
the gate submergence ratio, h_/h , is:
discharge coefficient, C , to8s
Cgs = °' 83-0.93 (9)
The flow coefficient, C , at submergence ratios less than about 1.9 are8s
greater than those extrapolated from the curve
that a new coefficient relation may exist in this range. This trend was also
noted by Collins (1977). Discharges must be relatively high with the gates
open 8 feet or greater before submergence ratios of less than 1.9 will occur
(USCE, 1980, plate 29). This condition will ocjcur about 3 percent of the time
(USCE, 1980, plate 19), such as on the rise of a flood peak before the gates
relation (fig. 6) and indicates
are raised above the water surface and on the
the gates have been lowered back into the water.
recession of a flood peak after
18
C 3 a> CO c
sf
</>
«t>(A
-,
*r o
H-
Q
<&
v£>
D
-*»
CL rr
t o 6 -A IB. Q
O b
SU
BM
ER
GE
D O
RIF
ICE
FLO
W C
OE
FFIC
IEN
T, C
gs
Submerged Orifice Discharge Equation
An equation for computing discharge for submerged orifice flow in
individual tainter gate bays was developed using the submerged orifice
equation (2) and substituting the above equation (9) for the discharge
coefficient, C . The resulting equation relating the discharge (Q) to the8s I
orifice submergence ratio (h_/h ) and the static headwater (h- - 1O is:J 2 i J
Q = 400 h (h /h )"°' 93 (h j j g i
0.5(10)
where h = gage indicator reading + the individual gage indicator correctionO
(e) shown in figure 5 (the average correction, e, for all the tainter gage
indicators is -0.07 foot), h_ is the tailwater gage reading plus 5.08 feet and
is the difference between the pool and
Figure 7 shows the relation of the current-meter discharge measurements
made at the tainter gates on September 12-13,
defined by equation (10).
tailwater gage readings.
28, 1983, to the discharge curve
20
5.0
LJ
L_ z a> .c *s
O z LJ a.
O LJ
£
O a:
4.0
3.0 2.0
1.0
Dis
charg
e m
ea
sure
me
nts
:
O S
epte
mber
12
-13
, 19
83
D S
epte
mber
28,
1983
x-6
_*
^f*/ 6
7^
&
(
^-^
ex^ N
^
3
e
A _
^ n
r\
uQ
*
*uu
it
\ w
here
h, o
/here
h, 3
X ID = 2
0.0
=
11.
6
1Q
R
.)-«
'
=
9.8
and h
g =
ga
ge
re
ad
ing
V
h, -
h_
3
- 0
.07
fo
ot.
0.0
2345
DIS
CH
AR
GE
(Q
), I
N T
HO
US
AN
DS
OF
CU
BIC
FE
ET
PER
SE
CO
ND
Fig
ure
7. - C
om
pariso
n o
f cu
rre
nt-
me
ter
dis
charg
e m
easure
ments
of
Septe
mber
12
-13
, 2
8,
1983
, to
ra
tin
g c
urv
es
for
tain
ter
gate
s a
t M
issi
ssip
pi
Riv
er
Lock
an
d D
am
14.
ROLLER GATE FLOW
The roller gates at Dams 11 and 14 are the same type of structure and have
the same hydraulic-model rating relationship. The development of discharge
ratings at both dams are being done concurrently, therefore, enabling use of
data from both dams in developing discharge ratings for the gates at each of
the dams.
Gate Opening
The gate opening indicator marks for the roller gates are on an integral
part of the operating machinery of the gate. These indicators presumably give
a fairly accurate reading of the gate opening. A method for measuring the
actual gate openings was not developed.i
Submerged Orifice Flow Coefficient
Discharge coefficients for submerged orifice flow for Dams 11 and 14 were
used to define the relation with the orifice submergence ratio, h_/h . The
coefficients were computed by solving equation (2) in table 1 for C usinggs
the results of the discharge measurements (table 2) that were made under
submerged orifice flow conditions.
The relation of the submerged orifice flow coefficient, C , to thegs
orifice submergence ratio, h^/h , for the rolljer gates on Dams 11 and 14 are3' g
shown in figure 8. (Discharge coefficients for
at Lock and Dam 13 are also shown in figure 8)
occurs at a point when the gate is open 7 feet
measurements subsequently made
, The break in the relationship
or greater and the submergence
ratio is less than 2.4 for the Dam 11 roller gates and less than 1.9 for the
Dam 14 roller gates. The break in the relationship apparently occurs when
22
SUBM
ERG
ED O
RIF
ICE
FLO
W C
OEF
FIC
IEN
T, C
,< c
O
oo-i
.
3 i
<o 5
Z
**,
2V
I <
g
00.
ii Ul *
!2.o
Ul
*-
^ 0
*0
O §£
.
3< U
o PI
CO c CD £
m 50 o O m
CM IT
<O
control of flow of the roller gate transfers from the lower apron (appendage
to the drum) on the roller to the drum of the gate structure. The control
positions of the roller gate are illustrated
gate opening increases significantly when control transfers from the apron to
the drum when the gate is opened more than 7
where the control changes has not been defined
.0 feet. The exact gate opening
The resulting equation, relating the discharge coefficient, C , to the8s
in figure 9 and show that the
gate submergence ratio, h /h , for the rollei
less than 7 feet is defined by the equation:
gates when the gates are open
C = 0.67 (h./h ) gs 3' g'
-1.00(11)
As noted by Collins (1977) and described by King and Brater (1954), many
structures calibrated by the procedures outlined above are found to be
independent or nearly independent of submergence. If the coefficient is
independent of the submergence, the slope of the straight line relation will
be -1.00 as found in equation 11. When substituted for the coefficient in the
submerged orifice flow equation (2), the equation reduces to the free-orifice
equation (1). The average of the coefficients computed for the roller gates
at dams 11 and 14 using the free orifice; equation (1) was 0.67. This
coefficient is in total agreement with those in King and Brater (1954, table
26) for rectangular orifices with partially suppressed contraction.
For conditions when the gates are opeki 7 feet or greater and the
submergence ratio is less than 1.9, the discharge coefficient, C , for thegs
Dam 14 roller gates is defined by the equation:
Cgs =4.20 (h3 /hg ) -3.79 (12)
24
NORMAL POOL NORMAL POOL NORMAL POOL
'. >".' ' ':"»''' -. * . ;* ' ':&!.'
GATE CREST 12 FT. GATE CREST 14 FT. GATE CREST 16 FT.
NORMAL POOL NORMAL POOL NORMAL POOL
GATE CREST 18 FT. GATE CREST 20 FT. GATE OPEN 3 FT.
NORMAL POOL NORMAL POOL NORMAL POOL
GATE OPEN 5 FT. GATE OPEN 7 FT. GATE OPEN 10 FT.
_\_ \/ NORMAL POOL NORMAL POOL
GATE OPEN 14 FT. GATE OPEN 18 FT.
Figure 9 Positions of roller gates for selected openings(Modified from USCE, 1940, Figure 35).
25
The computed coefficients and the results of the measurements made in the
roller gates at Dam 14 are listed in table 2.
Submerged Orifice Discharge Equation
An equation for computing discharge for
roller gates are open less than 7.0 feet was d
equation (2) and substituting equation 11 for
The resulting equation relating the discharge
the static headwater (h. - 1O is:
submerged orifice flow when the
eveloped using the orifice flow
the discharge coefficient, C
(Q) to the gate opening (h ) andO
Q = 537 hg
- h3 )0.5
(13)
where h.. - h_ is the difference between the pool and tailwater gage readings.
This equation is also applicable to submerged orifice flow in the roller gates
at Lock and Dam 11 with the gates open less th£in 7.0 feet.
less
An equation for computing discharge for orifice flow when the roller gates
than 1.9 feet was developed
using the orifice flow equation (2) and substituting equation (12) for the
, relating the discharge
are open 7.0 feet or greater and tu/h is ^ 8
discharge coefficient, C . The resultingSs
(Q) to the tailwater (h ), submergence ratio
(h l - h ) is:
equation,
(h_/h ) and the static headwater
Q = 3,370 (h3/hg)" 3 ' 79 (h] 0.5 (14)
26
where h is the tailwater gage reading plus 5.08 feet, h is the gage reading
and h - h is the difference between the pool and tailwater gage readings. If
the Dam 14 roller gates are operated within the range of allowable safe gate
openings (USCE,1980, plate 31), the discharges defined by equation 14 would
not become effective (table 5). The allowable safe gate openings for the Dam
14 roller gates are established at a much lower discharge than those for Dam
11.
Free Weir Flow Coefficient
Discharge coefficients for free weir flow for the roller gates in a
submerged position were computed by solving equation (5) in table 1 for C
using the results of the discharge measurements (table 2) that were made with
the gates in a submerged position. A graph showing the relationship of C to
the headwater (h... ) over the gate crest is shown in figure 10. Discharge
coefficient-headwater relations were originally developed in corroboration
with the Lock and Dam 11 coefficients. However, the coefficient-headwater
relation for Lock and Dam 14 is published separately in this report and is
modified slightly from that shown in the Lock and Dam 11 report. The
discharges computed by either development are the same, however, the relation
shown in figure 10 of this report defines the coefficients more accurately for
the Lock and Dam 14 roller gates.
27
The resulting equation, relating the dischargB coefficient to the headwater
(hls ) is:
C = 9.6 (h, ) sw Is
-0.50
where h.. = Gage reading + 0.17 + (pool stage - 14.92)
The correction to the gage readings was derived from the observed gage reading
at the point of zero flow.
100
en O
2LJ
O
LJO
3te LJ
LJ LJ
10
(15)
Note
C
h 1s
'SW =
= Go
9.e
"" -T"l
ge reading +
> 0"Ms
>- 0.
x
5C
*-
):
,.
0.17 f (pool stage
O
s^
X__
^N^
HEADWATER (h ls )
TQ^^^
- 14.92)
^NT ^9t
, IN FEET
Figure 10. - Free weir flow coefficient-headwater relation for roller gates in submerged position for Mississippi River Lock and Dam 14.
28
Free Weir Discharge Equation
An equation for computing discharge for free weir flow for the roller
gates in a submerged position was developed using the free weir flow equation
(5) and substituting the above equation (15) for the discharge coefficient,
C . The resulting equation, graphically illustrated in figure 11, relating
the discharge (Q ) to the headwater (h ) over the gate crest is:o J_ o
Q = 960 h, s Is(16)
where h.. is as defined for equation 15 above. The discharge measurements
made at Locks and Dams 11, 12 and 13 are also shown in figure 11.
10
Note:
(
[h
[
I
^
hj s = Gage reading
MEASUREMENTS) Lock and Dam 14
I] Lock and Dam 11
3 Lock and Dam 12
$ Lock and Dam 13
S
V^
vfsL- mr^-^
+ 0.
^
17 -H
DxX
(Dam 14 pool stage - 14.
^tB'
\
^
-Qs
f
^^
= 96 Oh ls
92)
1^x^
o acLJ2CD
oX
UJu.
I'o
1234567DISCHARGE (Q), IN THOUSANDS OF CUBIC FEET PER SECOND
Figure 11. - Discharge-headwater relation for free weir flow for roller gates in submerged position, Mississippi River Lock and Dam 14.
29
DISCHARGE EQUATIONS AND RATINGS
The discharge equations applicable to the control gates when Dam 14 is in
operation have been compiled and listed in tab^.e 3.
Rating tables for both the tainter and roll.er gates were developed for the
predominant flow regime of submerged-orifice flow when the Dam is in
operation. These ratings, tables 4 and 5, list
at 1 foot increments and gate openings at
applicable only with the upstream pool stage at 14.92 feet (h- = 20.00 feet).
Discharges for any other headwater, tailwater a
discharges for tailwater stages
0.5 foot increments and are
and gate opening relationships
encountered can easily be computed using the japplicable equations in table 3
with a small programable computer.
Discharge rating curves for submerged Orifice flow at selected gate
openings (h ) for the tainter and roller gatesO
, prepared from laboratory tests
on hydraulic models of gates are shown in figures 12 and 13. Corresponding
discharge rating curves defined by the methcds outlined in this report are
shown for comparison. Discharges defined by the 2 methods for the tainter
gates are within about 20 percent. Discharges defined by the 2 methods for
the roller gates are generally within about ij) percent for gate openings of 6
feet or less. Large deviations occur between the ratings as the gates are
opened greater than 7.0 feet.
The equations in table 3 were used to compute
settings indicated in the operation schedule,
is in use for operation of Dam 14. Discharges
Plan A until the roller gate openings exceeded
discharges increased to 16 percent greater thcin
the discharges for the gate
Plan A, shown in table 6 which
generally were close to those in
7 feet at which time the
those in Plan A.
30
Tabl
e 3.
Summary
of d
ischarge e
quations f
or control
gates
at M
ississippi R
iver
Lock
and Da
m 14.
Equation
number
Flow r
egim
eEquation o
f discharge
For
tainter
gate
flow:
(10)
Submerged
orifice
Q =
400
h3 (h3/hg
°-93
For
roll
er g
ate
flow
:
(13)
(14)
(16)
Submerged orifice
hg < 7.0
or ^ 7.0
when lyhg > 2.4
Submerged
orifice
h ^7.0 a
nd
h3/h
g < 2.4
Free wei
r*
Q =
537
- h)0.
5
Q =
3,37
0 h.
(h
o/hn
)o
j y
-3.7
9
Qs =
960 h
ls
- h)0.
5
Note
: The
approach v
elocity
head i
s in
clud
ed i
n (h
^ -
h3).
Q = Discharge, in
cubic f
eet
per
seco
nd
h-^ =
Pool s
tage
+ 5
.08
feet
h3 =
Tailwater s
tage +5.
08 f
eet
h for
tainter
gage
s = gage reading
+ gage i
ndicator correction,
e (f
ig.
5).
y (a
vera
ge e
for
all
the t
aint
er g
ates
= -
0.07 foot)
hq f
or ro
ller
gat
es =
gag
e reading
*y F
or free weir
flow o
ver
roller g
ate
cres
t: hl
g = gage reading
+ 0.
17 +
(pool
stag
e-
14.92)
Table 4. Discharge rating table for submerg tainter gate at Mississippi River Lock and
stage of 14.92 fe
ed-orifice flow for a singleDam 14 with upstream pool
bt.
GAGE READING (feet)
.51.01.52.02.53.03.54.04.55.05.56.06.57.07.58.08.59.09.5
4.0
70414402150284035204190485055106160680074408080871093409960
1060011200
**
Tainter
5.0
67613802070273033804020466052905910653071407750836089609560
10200108001130011900
gate discharge, in stage, in feet, i 6.0 7.0 8.0
645132019702610323038404450505056406230682074007980856091309700
103001080011400
6111250187024703060364042204790535059106460702075608110865091909730
1030010800
57511801760232028803420396045005030
ftVs, for ndicated.
9.0
53410901630216026703180369041804670
5550 51606080 56506600 61307110 66107620 70908130864091509650
10200
75608030850089709440
tailwater
10.0 11.0
489100015001980245029203380383042804730517056206060649069307360779082208650
439899
13401770220026103030344038404240464050405430582062106600698073707750
12.0
380779
11601540190022702620298033303680402043604710505053805720605063906720
* Free-orifice flow conditions exist at indicated tailwater stage and gage readings.
Note: Discharges greater than those underlined may exceed those allowable for safe gate operation (USCp, 1980).
Discharges for table 4 were computed ubing equation:
(10) Q = 400 h3 (h3/hg )~°' 93 (h 1 - h 3)M
where h = gage reading + (average e = -0.07)h| = 20.00 feet (14.92 + 5.08)h = tailwater stage + 5.08 feet
32
Table 5. Discharge rating table for submerged-orifice flow for a single roller gate at Mississippi River Lock and Dam 14 with upstream
pool stage of 14.92 feet.
GAGE READING (feet)
.51.01.52.02.53.03.54.04.55.05.56.06.57.07.58.08.59.09.5
4.0
8871770266035504440532062107100799088709760
1060011500
Roller
5.0
8461690254033804230507059206770761084609300
1010011000
gate discharge, in ftVs, for tailwater stage, in feet, indicated. 6.0 7.0 8.0 9.0 10.0 11.0
80216002410321040104810561064207220802088209620
10400
756151022703020378045305290605068007560831090709820
*14500
706141021202830353042404940565063607060777084809180
*10800*14100
6531310196026103270392045705230588065307190784084909150
*10600*13500
59611901790238029803570417047605360596065507150774083408930
*10200*12800
532106015902130266031903720425047805320585063806910744079708500
*9580*11900
12.0
459918
138018402290275032103670413045905050551059606420688073407800
*8670*10600
Note: Discharges greater than those underlined may exceed those allowable for safe gate operation (USCE, 1980, plate 32).
* Discharges computed using equation 14.
Discharges for table 5 were computed using equations:
(13) Q = 537 h (h,- h.) y -^0.5
-3.79(14) Q = 3,370 h3 (h3/hg )~°- /:'(h1 - h 3 ) 0.5
where h = gage readinghj = 20.00 feet (14.92 + 5.08) h3 = tailwater stage + 5.08 feet
33
20
XL
O
18 16 14
\\ t \ \v -N \\
\ p
"1
I \
\ \
-rr \ i _\i 2
\\ V
\ \' \
s
A \ \ \ \ \\ V 1\ > V \N \
I \ ^- V \\ 4
^ ^\ X \ \\^
\ /
y
\
^\\ N \ \ \ -V- \ \
<
Sw \
\
\ \
'
\
>
V ^/
6 S^
N\
y\
N
\ \ \
V r Not
>.
\ V
\V
V \ / \
\ / 8
y / f \\
\
Hyr
-
Rat V
6
\
\ V10
Jrau
lic-m
odel
rat
ings
(U
SCE,
IS
ings
bas
ed o
n eq
uaH
on 1
0, t
ab
vher
e h,
= 2
0.00
fee
t (1
4.92
+
h3
= ta
ilwat
er s
tage
+ 5
.08
gate
ope
ning
, hg
MO
)le
3
5.08
)fe
et
e: T
he c
urv
es
ext
en
din
g b
elo
w t
his
lin
e a
re
ve
rifie
d a
nd
are
be
yon
d t
he
allo
wable
ga
openin
g f
or
safe
gate
opera
tion,
but
are
sh
ow
n f
or
com
pa
riso
n o
f th
e t
wo m
eth
oc
not
te Is.
12 10
6 8
10
12
14D
ISC
HA
RG
E,
IN T
HO
US
AN
DS
OF
CU
BIC
FEE
T PE
R S
EC
ON
D16
1820
Fig
ure
12. -
Dis
char
ge r
atin
gs
for
sub
me
rge
d o
rific
e f
low
fo
r a
sing
le t
ain
ter
gate
at
Mis
siss
ippi
Riv
erLo
ck a
nd D
am 1
4 co
mp
are
d t
o hyd
raulic
-model
ratin
gs.
LJ
LJ
Lu.
Z JC.
o LJ X a:
Hyd
rau
lic-m
od
el
ratin
gs
(US
CE
, 19
40)
Rat
ings
base
d o
n equatio
ns
13 a
nd 1
4,
tabl
e 3
whe
re h
, =
20
.00
fe
et
(14.
92 +
5.0
8)
h3
= t
ailw
ate
r st
age +
5.0
8 f
eet
6 ga
te o
penin
g,
h
6 8
10
12
14
DIS
CH
AR
GE
, IN
TH
OU
SA
ND
S O
F C
UB
IC F
EET
PER
SE
CO
ND
Fig
ure
13
- D
isch
arg
e r
atin
gs f
or
su
bm
erg
ed
orifice f
low
fo
r a
single
ro
ller
ga
te a
t M
issi
ssip
pi
Riv
er
Lo
ck a
nd
Dam
14
co
mp
are
d t
o h
ydra
ulic
-model
ratings.
MISSISSIPPI
RIVER
LOCK AND
DAM
14
GATE O
PERATION SCHEDULE P
LAN A FOR CO
NTRO
LLED
TAI
LWAT
ER ST
AGES
(A)
Disc
harg
e
ft»/
s
Tail-
stage
(fee
t)
Head
in
feet
Gate
Tainter
1 2
3 4
5
open
ing.
Roller
6 7
in feet,
for
89
10
gate indicated
Tainter
11
12
13
14
1516
17
ON
14,1
0023,300
28,0
0032
,500
37,200
40,7
0045
,000
49,300
54,3
0057
,200
61,8
0065,300
69,100
72,4
0076
,500
80,1
0083
,800
87,8
0091
,800
97,8
00
101,
000
104,
000
108,
000
111,
000
119,
000
130,
000
132,
000
151,000
161,000
161,
000
12,5
0022,000
27,500
32,000
37,000
41,0
0045
,500
50,0
0054
,400
57,8
00
62,300
66,300
70,0
0073,800
78.0
00
81,8
0085
,500
90,0
0094
,000
100,
500
103,
800
107,
500
111,
000
115,
000
119,
000
122,
500
126,
000
130,
000
139,
000
142,
000
4.0
4.2
4.4
4.6
4.8
5.0
5.2
5.4
5.6
5.8
6.0
6.2
6.4
6.6
6.8
7.0
7.2
7.4
7.6
7.8
8.0
8.2
8.4
8.6
8.8
9.0
9.2
9.4
9.6
9.8
10.9
10.7
10.5
10.3
10.1 9.9
9.7
9.5
9.3
9.1
8.9
8.7
8.5
8.3
8.1
7.9
7.7
7.5
7.3
7.1
6.9
6.7
6.5
6.3
6.1
5.9
5.7
5.5
5.3
5.1
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
1.0
1.0
1.5
1.5
1.5
1.5
1.5
1.5
2.0
2.0
2.0
2.5
2.5
2.5
2.5
2.5
3.0
3.0
3.0
3.0
3.0
4.0
0.5
1.0
1.0
1.0
1.0
1.0
1.0
1.5
2.0
2.0
2.5
2.5
3.0
3.0
3.5
3.5
4.0
4.0
4.5
4.5
5.0
5.0
5.5
5.5
6.0
6.0
7.0
7.0
8.0
8.0
0.5
1.0
1.0
1.0
1.5
1.5
1.5
2.0
2.0
2.5
2.5
2.5
3.0
3.0
3.5
3.5
4.0
4.0
4.5
4.5
5.0
5.0
5.5
6.0
6.0
6.0
7.0
7.0
8.0
9.0
0.5
1.0
1.0
1.0
1.5
1.5
2.0
2.0
2.5
2.5
2.5
3.0
3.0
3.0
3.5
3.5
4.0
4.0
4.5
5.0
5.0
5.5
5.5
6.0
6.0
6.5
7.0
7.0
8.0
9.0
0.5
1.0
1.5
1.5
2.0
2.0
2.5
3.0
3.0
3.0
3.5
3.5
4.0
4.0
4.5
4.5
5.0
5.0
5.5
6.0
6.0
6.5
6.5
7.0
7.0
8.0
8.0
9.0
9.0
9.0
0.5
1.0
1.5
2.0
2.0
2.5
3.0
3.0
3.0
3.5
3.5
4.0
4.0
4.5
4.5
5.0
5.0
5.5
5.5
6.0
6.0
6.5
6.5
7.0
8.0
8.0
8.0
9.0
9.0
9.0
0.5
1.0
1.5
2.0
2.0
2.5
3.0
3.0
3.5
3.5
3.5
4.0
4.0
4.5
4.5
5.0
5.0
5.5
5.5
6.0
6.0
6.5
6.5
7.0
7.0
8.0
8.0
9.0
9.0
9.0
0.5
1.0
1.5
2.0
2.0
2.5
3.0
3.0
3.0
3.5
3.5
4.0
4.0
4.5
4.5
5.0
5.0
5.5
5.5
6.0
6.0
6.5
6.5
7.0
7.0
8.0
8.0
8.0
9.0
9.0
0.5
1.0
1.0
1.5
1.5
1.5
2.0
2.0
2.0
2.5
2.5
2.5
3.0
3.0
3.5
3.5
4.0
4.0
4.5
5 .IF
5.0
5.5
5.5
6.0
7.0
7.0
7.0
7.0
8.0
9.0
0.5
1.0
1.0
1.5
1.5
1.5
1.5
2.0
2.0
2.5
2.5
2.5
3.0
3.0
3.5
3.5
4.0
4.0
4.5
*.5
5.0
5.0
5.5
6.0
6.0
6.0
7.0
7.0
8.0
8.0
0.5
1.0
1.0
1.0
1.5
1.5
1.5
2.0
2.0
2.0
2.5
2.5
3.0
3.0
3.5
3.5
3.5
4.0
4.5
4.5
5.0
5.0
5.5
6.0
6.0
6.0
7.0
7.0
8.0
8.0
0.5
1.0
1.0
1.0
1.5
1.5
1.5
2.0
2.0
2.0
2.5
2.5
3.0
3.0
3.0
3.5
3.5
4.0
4.0
4.5
5.0
5.0
5.5
5.5
6.0
6.0
7.0
7.0
8.0
8.0
0.5
1.0
1.0
1.0
1.5
1.5
1.5
2.0
2.0
2.0
2.5
2.5
2.5
3.0
3.0
3.5
3.5
4.0
4.0
4.5
5.0
5.0
5.5
5.5
6.0
6.0
6.5
7.0
8.0
8.0
0.5
0.5
1.0
1.0
1.5
1.5
1.5
1.5
2.0
2.0
2.5
2.5
2.5
3.0
3.0
3.5
3.5
4.0
4.0
4.5
5.0
5.0
5.5
5.5
6.0
6.0
6.0
7.0
8.0
8.0
0.5
0.5
1.0
1.0
1.0
1.5
1.5
1.5
2.0
2.0
2.0
2.5
2.5
3.0
3.0
3.5
3.5
3.5
4.0
4.5
5.0
5.0
5.5
5.5
6.0
6.0
6.0
7.0
7.5
8.0
0.5
0.5
0.5
1.0
1.0
1.5
1.5
1.5
2.0
2.0
2.0
2.5
2.5
2.5
3.0
3.0
3.5
3.5
4.0
*.5
5.0
5.0
5.5
5.5
6.0
6.0
6.0
6.5
7.0
8.0
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
1.0
1.0
1.5
1.5
1.5
1.5
1.5
1.5
1.5
2.0
2.0
2.0
2.0
2.5
3.0
3.0
3.0
3.0
3.0
3.0
3.0
4.0
(A)
Discharge, in
cu
bic
feet
pe
r second,
computed using
equations
in table
3.
Table
6.
Comp
aris
on of
ra
ting
discharges to
fl
ow of Lock and
Dam
14 Ga
te Op
erat
ion
Sche
dule
Pl
an A.
[Mod
ifie
d fr
om USCE,
1980
, plate
29]
CONCLUSIONS
Current-meter discharge measurements made in the forebays of the tainter
and roller gates of Lock and Dam 14 were used to develop discharge
coefficients and equations of discharge for submerged-orifice flow for all the
gates and free-weir flow for the roller gates in a submerged position.
Methodology has been described to compute the actual gate openings of the
tainter gates. The staff-gage indicator gages for the tainter gates could be
accurately set to the true gate opening (h ) using the techniques described inO
case the gages were accidently knocked out of alignment or if the bottom seals
on the gates were changed. The deviation of the discharge from the rating
discharge for the individual gates could be minimized by adjusting the gate
indicator gages to more nearly reflect the computed gate opening, h .o
Discharge rating tables were developed for discrete combinations of
downstream pool elevations and gate openings for submerged-orifice flow which
is the predominant flow regime when the dam is in operation.
37
SELECTED REFERENCES
ASCE, 1962, Nomenclature for Hydraulics: American Society of Civil Engineers, Manuals and Reports No. 43, 74 p.
Collins, D.L., 1977, Computation of records of streamflow atcontrol structure: U.S. Geological Survey Water-Resources Investigations 77-8, 57 p.
Creager, W.P., and Justin, J.D., 1950, Hydro-electric Handbook: New York, John Wiley.
Davis, C.V., and Sorensen, K.E., 1952, Handbook of Applied Hydraulics: McGraw-Hill Book Company.
Heinitz, A.J., Discharge Ratings For Control Gates at Missis sippi River Lock and Dam 11, Dubuque, Iowa: U.S. Geolo gical Survey Water-Resources Investigations Report 85-4105, 43 p.
King, H.W., and Brater, E.F., 1963, Handbook of hydraulics (5th ed.): New York, Mcgraw-Hill Book Company.
Rantz, S.E. and others, 1982, Measurement; and Computation ofStreamflow: Volume 1. Measurement of U.S. Geological Survey Water-Supply
House, Hunter, 1949, Engineering Hydrauli
Stage and Discharge: Paper 2175, 284 p.
cs, Iowa Institute ofHydraulic Research, State University of Iowa: New York, John Wiley.
U.S. Army Corps of Engineers,1939, Mississippi River Lock and Dam No. 14, Lock pier position data: U.S. Army Engineer District, Rock Island Corps of Engineers, Rock) Island, Illinois, 1 p.
_, 1939, Laboratory tests on hydrau stilling basins: U.S. Army Engineer Corps of Engineers, Rock Island, 111
lie models of roller gate District, Rock Island inois, 279 p.
_, 1940, Laboratory tests on hydraulic model to determine roller gate coefficients for Upper Mississippi River navigation dams: U.S. Army Engineer District, Rock Island Corps of Engineers, Rock Island, Illinois, 72 p.
_, 1940, Laboratory tests on Hydraulic model of Lock and DamNo. 11, Mississippi River, Dubuque, Iowa: U.S. ArmyEngineer District, Rock Island Corps of Engineers, Rock Island, Illinois, 111 p.
_, 1980, Upper Mississippi River ba|sin, Mississippi River-nine foot channel, Appendix 14, Master reservior regulation manual, Lock and Dam No. 14: U.S. Army Engineer District, Rock Island Corps of Engineers, Rock Island, Illinois, 79 p.
38
Related Documents
