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7'/FD-A1I.9 346 HURRICANE PROTECTION STRUCTURE FOR LONDON AVENUE 1/2OUTFALL CANAL LAKE PONTC..(U) RMY ENGINEER HATERNAYSEXPERIMENT STATION YICKSBURG MS HYDRA.. J R LEECH
7UNMLRSIFIED DEC 7? WES/TR/HL-97-16 F/0 13/2 NL
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UTPC FILE COPYTECHNICAL REPORT HL-87-16
M HURRICANE PROTECTION STRUCTURE* FOR LONDON AVENUE OUTFALL CANAL
Go LAKE PONTCHARTRAIN, NEW ORLEANS, LOUISIANAHydraulic Model Investigation
0) by00 James R. Leech
Hydraulics Laboratory
WatrwysDEPARTMENT OF THE ARMYWatewaysExperiment Station, Corps of Engineers
P0 Box 631, Vicksburg, Mississippi 39180-0631
DTICELECTESJAN 2 6 19880
December 1987
Final ReportApproved For Public Release, Distribution Unlimited
HYDRAULICS 88 1 20 013
LABORATORYPrepared for US Army Engineer District, New Orleans
Destroy this report when no longer needed. Do not return
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The contents of this report are not to be used foradvertising, publication, or promotional purposes.Citation of trade names does not constitute anofficial endorsement or approval of the use of
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4. PERFORMING ORGANIZATION REPORT NUMBER(S) 5. MONITORING ORGANIZATION REPORT NUMBER(S) :
Technical Report HL-87-16
6t PERFORMING ORGANIZATION 6b OFFICE SYMBOL 7a. NAME OF MONITORING ORGANIZATION
U EWE* (if applicable)Hydraulics Laboratory WESHS-S
6c. ADDRESS (City, State, and ZIP Code) 7b. ADDRESS (City, State. and ZIP Code)
PO Box 631Vicksburg, MS 39180-0631
Sa. NAME OF FUNDING/SPONSORING 8b. OFFICE SYMBOL 9. PROCUREMENT INSTRUMENT IDENTIFICATION NUMBER ."ORGANIZATION (if applicable) %
USAED. New Orleans L1MD-H&c. ADDRESS (Ciy, State, and ZIP Code) 10 SOURCE OF FUNDING NUMBERSP Box 60267ROGRAM PROJECT TASK WORK UNITNew Orleans, LA 70160-0267 ELEMENT NO. NO. NO. CCESSION NO.
11. TITLE (Include Security Classification)
Hurricane Protection Structure for London Avenue Outfall Canal, Lake Pontchartrain,New Orleans. Louisiana
12. PERSONAL AUTHOR(S)
13a. TYPE OF REPR 13b. TIME COVERED 14. DATF OF REPORT ( Year, Month, Day)15PAECUTNgLeech. James R. FR MD c mb r 1 8
Final report FROM 1984 TO1 9 86 December 1987 161
16. SUPPLEMENTARY NOTATION
Available from National Technical Information Service, 5285 Port Royal Road, Springfield,VA 22161. ,I
17. COSATI CODES 18. SUBJECT TERMS (Continue on reverse if necessary and identify by block number)FIELD GRCUP SUB-GROUP Alignment Gates Similitude Waves
Canal Head loss Surge
Drainage Pumps Torque
19, ABSTRACT (Conrinue on reverse if necessary and identify by block number) ,-The 1:20-scale physical model investigation was conducted to give a three-dimensional
analysis of the hydraulic performance of the unique vertical butterfly-gated structure, mea-sure the torque on each gate shaft due to incoming and outgoing flows, and evaluate the"1,effects of wave action on the gates. The model was also used to align the canal to provide amore uniform flow distribution through the structure and measure the water-surface differen-tials across the structure.
Model tests indicated that the original design did not perform as intended; therefore, "a solution was obtained by modifying the geometry of the canal and gates by trial and error.The recommended crescent gate design performed satisfactorily for anticipated incoming andoutgoing flows. Storm waves were measured along the reach of the canal from the lake to thestructure to determine the maximum wave heights propagating in the canal. The model also
(Continued)
20 DISTRIBUTION/AVAILABILITY OF ABSTRACT 21 ABSTRACT.EC RITY MSSIICATION,uInc Jassl le(OUNCLASSIFIED/UNLIMITED 0 SAME AS RPT Q DTIC USERS %
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D Form 1473, JUN 86 Previous editions are obsolete. SECURITY CLASSIFICATION OF THIS PAGEUnclassified
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UnclassifiedsMCUONT CLMA~ricATI@ or Twog PAss
19. ABSTRACT (Continued).
> indicated that the torque on each gate shaft decreased with waves superimposed during
pumping operations and increased with waves superimposed during storm surges.The results of the torque measurements are presented in Appendixc A to give design
information for sizing the dampening device which operates as a shock absorber, the verticalshafts, operating machinery, and structural components.
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PREFACE
The model investigation reported herein was authorized by the Office,
Chief of Engineers, US Army, on 15 May 1984 at the request of the US Army
Engineer District, New Orleans (LMN).
The study was conducted during the period May 1984 to January 1986 in
the Hydraulics Laboratory (HL) and the Coastal Engineering Research Center
(CERC) of the US Army Engineer Waterways Experiment Station (WES), under the
direction of Mr. F. A. Herrmann, Jr., Chief, HL, and under the general super-
vision of Messrs. J. L. Grace, Jr., Chief, Hydraulic Structures Division,
G. A. Pickering, Acting Chief, Hydraulic Structures Division, and
N. R. Oswalt, Chief, Spillways and Channels Branch (SCB). The project engi- Z
neer for the model study was Mr. J. R. Leech, assisted by Mr. S. T.
Maynord, SCB. This report was prepared by Mr. Leech and edited by Mrs. Nancy
Johnson, Information Technology Laboratory, under the Inter-Governmental Per-
sonnel Act. Mr. Bobby P. Fletcher, SCB, provided valuable guidance during
model design and operation.
During the course of the investigation, Messrs. L. Cook, R. Louque, A
E. Walker, and F. Weaver, US Army Engineer Division, Lower Mississippi Valley,
and COL Eugene S. Witherspoon, Messrs. F. Chatry, C. Soileau, R. Guizerix,
V. Stutts, J. Combe, T. Hassenboehler, and D. Strecker, and Ms. J. Hote, LMN,
visited WES to discuss the program and results of model tests, observe the
model in operation, and correlate these results with design studies.
COL Dwayne G. Lee, CE, is the Commander and Director of WES.
Dr. Robert W. Whalin is the Technical Director.
%41.N"A
% % %
CONTENT S
Page
PREFACE................................................................. I
CONVERSION FACTORS, NON-SI TO SI (METRIC) UNITSOF MEASUREMENT ........ o........................................... ..... 3
PART I: INTRODUCTION ............o......................... ............... 5
Prototype................... .................. ......... ........... 5Purpose and Scope of Model Study .......................o.....o........6
AR II: MODEL............................. ......................... 8
Description..... ............................. o.................... 8Scale Relations....................... .......... .............. .. 9
PART III: TESTS AND RESULTS......................................... .. 10
C anal............................................ ............... . 10Gates.............................................................. 10
PART IV-. CONCLUSIONS AND RECOMMENDATIONS ................................ 25
TABLES 1-3
PHOTOS 1-4
PLATES 1-62
APPENDIX A: TORQUE MEASUREM4ENTS ON BUTTERFLY GATES, 4
TYPE 33 DESIGN.............................................. Al
P4
%4
24
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e w 4- rC. 1-
CONVERSION FACTORS, NON-SI TO SI (METRIC)UNITS OF MEASUREMENT
Non-SI units of measurement used in this report can be converted to SI
(metric) units as follows:
Multiply By To Obtain
acres 4,046.873 square metres
cubic feet 0.02831685 cubic metres
degrees (angle) 0.01745329 radians
feet 0.3048 metres
foot-kips 1.355818 metre-kilonewtons
gallons 3.785412 cubic decimetres
inches 2.54 centimetres
miles (US statute) 1.609344 kilometres
pounds (mass) 0.4535924 kilograms
square miles (US statute) 2.589998 square kilometres
3
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HURRICANE PROTECTION STRUCTURE FOR LONDON AVENUE OUTFALL CANAL
LAKE PONTCHARTRAIN, NEW ORLEANS, LOUISIANA
Hydraulic Model Investigation
PART I: INTRODUCTION
Prototype
1. The city of New Orleans, Louisiana, has a unique drainage system
that removes rainwater and storm water during frequent deluges. Eighteen
pumping stations on the east bank of the Mississippi River and two on the west
bank have a combined capacity of 25 billion gal per day*--enough to empty a
lake with an area of 10 square miles and a depth of 11 ft in 24 hr. The
city's average annual rainfall of 58.12 in. is exceeded by only two other
metropolitan areas: Miami, Florida, and Mobile, Alabama. The area to be A
drained consists of approximately 55,085 acres in the developed portion of the
city and 2,640 acres in adjoining Jefferson Parish.
2. The small amount of water reaching the drainage pumping stations in
dry weather is diverted to sewage pumping stations for discharge into the
river. During heavy rains the large drainage pumps go into operation dis- ,.
charging storm water into lake-level open channels leading to Lake Pont-
chartrain or Lake Borgne via Bayou Bienvenue.
3. The London Avenue Outfall Canal is one of three canals on the south
side of Lake Pontchartrain being considered for hurricane surge protection
(Figure 1). The outfall canal's primary purpose is to transport the interior
drainage from part of the city to Lake Pontchartrain. A pumping station with
a capacity of 8,000 cfs used to pump the interior drainage into the outfall %
canal is at the origin of the canal approximately 3 miles south of the lake-
front. The elevation of the parallel levees from the lakefront to the pumping e
station is +10.0"* and along the lakefront, +15.0.
A table of factors for converting non-SI units of measurement toSI (metric) units is presented on page 3.
** All elevations (el) cited herein are in feet referred to the NationalGeodetic Vertical Datum (NGVD).
5
4. The existing levee system does not have sufficient elevation to
protect the city from a 100-year hurricane storm surge. Therefore, a plan toprovide hurricane protection for New Orleans consists of raising the levees to
an elevation of +18 along the lakefront and tapering the levees from el +18 to
el +14 along the canal approximately 1,000 ft to the proposed gated structure.
The proposed structure was based on the theory of a self-opening and -closing,
vertical, eccentrically pinned, butterfly-gated structure. The butterfly
gates would remain open during pumping of the interior drainage to the lake as
long as the water level in the outfall canal exceeded that on the lakeside of
the structure (Figure 2). The gates would close only when an incoming surge .LAKESIDE '/
I4."VALVE IN VALVE INOPEN CLOSED .POSITION POSITION
VALVEIN
TRIMMEDPOSITION
PUMP STATION SIDE '-,
Figure 2. Partial plan view, typical valve positions .
created a water level greater than that in the outfall canal on the pumping %'.
station side of the structure. This would permit operating the pumping sta-
tion for as long as possible before closing the gates during a hurricane and -i
automatically reopening the gates as soon as the water level In the outfall
canal downstream of the pumping station exceeded that on the lakeside of the"-
control structure. In the open (trimmed) position, the axis of each gate..-
would be 12 deg from the center line of each gate bay (Figure 2). During a
surge flow, the eccentricity of the pin and the 12-deg offset (trim) would
induce closing of the gates. ".
.- 7 ,
Purpose and Scope of Model Study..."
5. The primary purpose of the hydraulic model study was to establish --, ,
o.".
L4 _A _
whether or not the conceptual designs for the proposed butterfly valve struc-
ture would permit automatic flow-induced opening or closing of the valve when ON
subjected, respectively, to pumped flows or hurricane surges. Other informa-
tion to be derived from the model study included proper canal configuration to
ensure uniform flow for both inlet and exit conditions; magnitude of torques
on valve trunnions, when subjected to various flows, wave conditions, and gate
openings; and head differential across the proposed structure for one final
recommended gate design. The determination of the proper gate shape, trunnion
location, and amount of eccentricity proved to be a significant part of the
overall study effort.
,. .," J
% "
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. . -.
-. ' "
PART II: MODEL
Description
6. The 1:20-scale model (Figure 3 and Photo 1) reproduced discharge
from the pumping plant; about 3,000 ft of London Avenue Canal; the gated con-
trol structure; a 1,000-ft width of approach out into Lake Pontchartrain; and
2,000 ft of shoreline. The eight 30-ft-wide butterfly gates of the control
structure reproduced in the model (Photo 2) were fabricated of brass to accu-
rately simulate the weight of each gate. A calibrated wave generator was
strategically placed in the modeled portion of Lake Pontchartrain to simulate
expected prototype wave action. The seawall along the lakefront and the Lake-
shore Drive Bridge (Photo 3) were reproduced in the model also. A fiber wave
absorber was installed around the inside perimeter of the lake portion of the
model to damp any wave energy that might otherwise be reflected from the model
walls.
7. Water used in the operation of the model was supplied by pumps
(Photo 4), and discharge was measured with an orifice plate. The valves were
arranged to simulate either pumping interior drainage from the outfall canal
to the lake or the reversed flow induced by a hurricane surge from the lake.
Hydraulic forces on each gate shaft were measured by torque meters and
~-. MODEL LIMITS
TOP OF 0
" A ... ...W \: %
0 %
)J / [ I" ; .
/z
PROPOSED O -- I"%STRUCTURE .TOP OF
•••"/ "" )- ! "cF I
STA 0"00 /LONDON
TO0 AVENUE UNOf I
PUMPING CANAL •STSAATION . IPROOOTDP0
O L SCALES
" MODEL LIMITS•
STirN . Hl11 View of l:20-,cale i.odl"".w
8
VS
,7- ~ ~ O It,~5 *. % l r / d- f~~-* ~ 4~5.~ >i~r *~4C~~f."4..-. '544%"%
recorded and analyzed by a computer. Water-surface elevations were measured
with point gages. Wave heights and periods were obtained with computerized .-
wave gages. Pumped and surge flows were observed by injecting dye and con-
fetti into the flow.
Scale Relations
8. The accepted equations of hydraulic similitude, based upon Froudian
criteria, were used to express mathematical relations between the dimensions
and hydraulic quantities of the model and prototype. General relations
expressed in terms of the model scale or length ratifo L are presented asr
follows:
Scale Relations ,-*
Dimension* Ratio Model:Prototype
Length L r 1:20
Area A = L2 1:400
Discharge Qr = L5 2 1:1,788.84r r .i -
Torque T = L4 1:160,000r r
* Dimensions are in terms of length. *0
A.4
I
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PART III: TESTS AND RESULTS
Canal
9. The original canal alignment (Figure 4) was tested by locking the
gates in the 12-deg trimmed position (Figure 2), and injecting dye and con-
fetti into the flow. Flow patterns through the structure were asymmetric for
all anticipated pumped flows and water-surface elevations. Tests indicated
that for the gates to function properly, the canal would have to be realigned
to provide more even flow distribution through the structure. Figure 5 shows
an eddy that generated reverse flow conditions through gate bays 7 and 8. The
gates were numbered as shown in Figure 5. 0
10. The adverse flow conditions through the structure were attributed
to poor entry conditions resulting from siting the structure in an existing
bend in the canal (Figure 4). Flow distribution in the canal approach to the
structure was improved by moving the levee on the west side of the canal west-
ward 40 ft for a distance along the levee of 220 ft upstream and 540 ft down-
stream from the structure while maintaining the existing canal side slopes
(Figures 6 and 7). Flow contractions induced by flow along the west wing wall
(Figure 4) on the pump station side of the structure were eliminated for all
pumped flow conditions by streamlining the wing wall with a 60-ft radius as
shown in Figures 6 and 7. Flow distribution along the east side of the canal
was improved by the addition of a spur dike. Flow distribution through the
structure was also improved by excavating upstream and downstream from the
structure (Figure 6). Acceptable flow conditions through the structure were
achieved by the recommended canal design shown in Figures 6 and 7.
11. Figure 8 shows the recommended canal design with a more uniform
flow distribution in the approach and through the structure. For some pumped %
flow conditions, an eddy continued along the west levee; however, it had no
adverse effect on flow through the structure. %
Gates
Gate design
12. Observations during operation of the model with the recommended
canal design indicated that the type I vertical butterfly gates (Figure q)
10
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SLOPEVARIE
EL +1, N.
EL 4 14
Pu'I-.
SSTA 71-37.
Figur 4. Are ofoiia'eig0ptemadontemo
theOP structurSLOPE ARIES
1 -8'L -8 EL -' LA E ---
EL z 1 , 5', "p.
EL + 14..
77
14S
ON5 5.
P,.
elevation of +4 ft%
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P r *4 e~ *
Pill n~r n PII Ar w
20' 20' 54 ' 20
Pump + 10 SLOP
MOEL L II
SL P X LALAKE --RAI m/~. .....
DIK 420'
TO / LONDOOPE
STATIO ON 2
MOLE L+IT 14 *
Figure 7. PlnveRfmdlwt h ecommended canal alignmentanexvtinusrm
and dwnsteam f th strctur
4Z , ODEL IMIT
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000
~ 5% 5% * * 5 ~ 5 * . * ~ .*.* ~ . ~ %....................................................C.,
LAKE~ SID -7 Io
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Figue 8 Flo toard he ake itha dschage f 8,00 fs ad alak
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14'3'
PUMP SIDEI
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were not performing properly during pumping. The gates closed as designed
(Figure 2) during the simulated hurricane surge. However, during pumped
flows, the type I gate design did not open to the trimmed position (Figure 2)
but remained almost closed (Figure 10). This reduced the cross-sectional area
and caused noticeable head differential at the control structure. The type 1
gate design was tested with a lake elevation of +5.0 and pumped flows ranging
from 4,000 to 8,000 cfs. The type 4 gate design (Figure 11) was equipped with
a 20-in, scoop that improved the gate performance by causing the gate to
oscillate through a larger opening (Figure 12). Other designs (types 2, 3, 5,
and 6, Plates 1-4, respectively) with spoilers were tested by varying the
location and size of the scoop or spoilers to evaluate their effectiveness.
The 20-in, scoop, located 1 ft from the long end of the gate (Figure 11,
type 4 gate design), was the most effective in improving the performance of
the gate. Also the piers were streamlined by adding a semicircular nose with
a radius of 1.5 ft to allow a smooth transition of flow around the nose and
reduce head loss.
13. The type 1 gate was removed from the structure and held in the open
channel upstream of the structure. The long axis of the gate was held paral-
lel to the flow and then released to permit rotation about the shaft. The
gate established a position normal to the flow (Figure 13) which indicated
that the structure (piers) was not having an adverse effect on gate
performance.
14. Tests were conducted to determine the effect of changing the eccen-
tricity of the gate shaft. The eccentricity tests ranged from a 9- to a
36-in, offset (types 7-13), and the gate performance improved by increasing
the opening as the eccentricity increased. However, due to the separation of
flow at the nose of the gate, the gate began to oscillate at a random fre-
quency from the trimmed to the half-opened position with an eccentricity of
2 ft 9 in. The types 14-17 gate designs (Figure 14 and Plates 5-7) consisted
of modifying the pier and installing a gate and/or a pier or wall scoop that
permitted pumped flow to be deflected from the side of the pier, forcing the
gate to open to the trimmed position. The type 16 gate design was slow to
open against pumped flow ranging from 1,500 to 3,000 cfs (Plate 7). By
Increasing the eccentricity to 3 ft, the type 17 gate design (Figure 14) per-
formed favorably by opening to the trimmed position with low pumped flows to
the lake and by closing during any anticipated hurricane surge (Figure 15).
14
0
LAKESIDE
-j/\\ \
PIERPIER
PIE
x\ \ \ \ \ i1
I
PUMP STATION SIDE
Figure 10. Plan view of type 1 gate designduring pumped flow
LAKE SIDE
20" SCOOP-.--I
10" RADIUS %
15'9"
PIER
PIER-
14'3
PUMP STATION SIDE
Figure 11. Plan view of type 4 gate design
15
% %S
LAKE SIDE
PUMP STATION SIDE
Figure 12. Plan view of type 4 gate design during
pumped flow
t k\ " t, ' t t - " I t f fff f f f- / / b 1t
Figure 13. Plan view of type I design with flow in an openchannel
16
.f. - op" , '" 'e ," '"" / ' -a' -e - """"" - " -- '""- -.. ' /' e...,. '-- .j -- , e.-%-. -' %,'-"-....2,7. .
LAKE SIDE .6%.
22" SCOOP- %
3'
~~.0
SCOOP %?
,%.6
PIER PIER?
PUMP SIDE
Figure 14. Plan view of type 17 gate design
LAKESIDE
STOP
r ... '.,
PIE PTOIER
~PM SIDE f -
Figur 15 Pla vie oftp 7gaedsgduin flowK.I%
-717
However, this design was undesirable due to the increased head loss through
the structure caused by the pier scoop in the pier wall. Integrated testing
of the shape of the gate scoops or spoilers indicated the rounded and/or
straight forms performed identically.
15. Tests to determine the effects of changing the shape of the gate
were then conducted. Types 18-20 gate designs were ineffective in increasing
the performance of the gate. These designs were variations of the type 18
gate design (Plate 8). The crescent-shaped gate (Figure 16) was developed
from numerous tests that consisted of changing the variables a e
and x (types 24-33). The ai and 6 angles were varied from 6 to 12 deg
(Table 1), the eccentricity, e , ranged from 0.75 to 3 ft, and the scoop size
x was varied from 1.0 to 1.83 ft, as shown in Plates 9 and 10. The model
* study produced the type 33 gate design (Figure 17), which performed very sat-
isfactorily by responding quickly to changes in flow direction and remaining
in the trim position durin-g pumped flows (Figure 18). A discharge of
*8,000 cfs and a lake elevation of +5 ft produced a head loss across the struc- -
* ture of 0.02 ft with the type 33 gate design installed. The maximum permis-
sible head loss across the structure was specified to be 0.5 ft. The type
33 gate design allowed all eight gates to open in unison (even with the lower
range of pumped flows) and close in rapid sequence with storm surges. The
type 33 crescent-shaped gate design (Figure 17) was recommended based on the
gate's satisfactory performance in closing against a lakeside surge, in
opening satisfactorily during essential pumped flows, and in creating only a
minimal head loss across the structure.
Wave tests
16. Wave tests in the model were conducted by the Wave Dynamics Divi-
sion of the Coastal Engineering Research Center (CERC), US Army Engineer
Waterways Experiment Station. Results of these tests are detailed in Bottin
and Mize (1987).*
Force measurements
17. The magnitude and direction of the minimum, average, and maximum
torque on each vertical shaft of the type 33 gate (recommended design) were5.
*R. R. Bottin, Jr., and M. C. Mize. 1q87 (Aug). "Effects of Wave Action ona Hlurricane Protection Structure for London Avenue Outfall Canal inLake Pontchartrain, New Orleans, Louisiana," Miscellaneous Paper CFRC-87-14,
US Army Engineer Waterways Experiment Station, Vicksburg, Miss.
Pmm~m.p/.
LAKE SIDE
-Hx
S TOP
PIERPIER--
%~
o~.% .
PUMP STATION SIDE
Figure 16. Plan view of crescent-shaped gate%
LAKESIDE
22" 10SO
18,
PPIER
PUJMP SIDE
Figiure 17. Hla view of Lyvc if (ruccamncndvd) gaitu dcsigii
% %
LAKE SIDE 4
A.
I I I I IPIERPIER I ' '
Figure 18. Plan view of type 33 (recommended) '),gate design during pumped flow
simultaneously measured on eight gates by independent torque meters and,.
recorded by a computer. The test included measurement of torque with static =.heads on the closed gates, pumped flows with variable gate openings, and surge '
flows with the gates in the trim position and variable gate openings. The
tests were conducted with and without waves superimposed, fixed gate openings,,
various stable flow rates, and lake elevations. Counterclockwise torque .
values (Figure 19) are positive and relate to a surge flow condition driving %;
the gate closed. Conversely the clockwise torque values represent a negativetorque and indicate a pumped flow condition driving the gate open against the ,,
stop. Appendix A is a tabulation of all the basic torque data obtained from -'.
the model and shows the maximum, minimum, and average value of prototype ,?
torque for a test period that consiste,' of taking 13 samples per second for4.5 min (prototype). Maximum and minimum torques are the peak torque values ;'
In a test period. The average torque value is the average of all torques imeasured in a test period•
i 8. Torque s ,l asurements on all eight gate trunnions with all gates n
the closed posit a n the tifpositio an daal of I ft between the outfall canal
Air
various.stable.flo rat, ad l
values (Figure 19),. are positive and relate, to a surge. flow........ condition...driving.the), . gate,,closd. Conve : _ ,rel the. clockwise, ';., ..torqu values... represent a negative";.7..'. " .?., ."7 ./.,.
LAKESIDE
STOP
PIER
PIER TORQUJE+
PUMP SIDE
Figure 19. Sign convention. Counterclockwise is positive. Note: Angleof closure is measured from the stop
and the lake were obtained simultaneously for water levels in the canal of
el +7 and el +9. This test determined the amount of torque developed with
1 ft of head differential and was essential in the design of a dampening
device. Torques were obtained without waves and with waves having a period
of 7.3 sec and a height of 7.8 ft from the north-northwest direction.
Plates 11-18 show the maximum torques (clockwise direction) measured on each
of the eight trunnions during these four test conditions.
19. Results of tests to measure torque (counterclockwise direction)
versus head differential 6 H with flow from the lake to the canal, a lake
elevation of +11.5 ft, and a 1-ft gate opening (measured from the side of the
pier to the side of the gate) are presented in Plates 19-26. These tests
simulated the amount of torque to be absorbed by the dampening device with the
gates in a stationary position; however, the effects of the dynamic forces V
developed as the gates slammed into the closed position are not included in .. ,.
the data. A least squares fit of the data presented in the plots indicates a
linear relation between torque and head differential. Plates 27-34 present
21
N~~. -.. N ...
5.
results of similar test conditions with 7.3-sec-period and 7.8-ft-high waves
generated from the north-northwest. Waves from this direction had more impact
on the structure than the other directions tested. Wave test results are
published in Bottin and Mize (1987).*
20. Results of tests to measure torque (clockwise direction) versus
head differential with flow from the canal to the lake, a canal elevation of
11.5 ft, and a 1-ft gate opening are presented as plots with a least squares
fit in Plates 35-42. Plates 43-50 present results of similar test conditions
with 7.3-sec, 7.8-ft-high waves generated from the north-northwest.
21. Results of tests to measure torque (clockwise direction) without
and with waves, variable gate openings, an 8,000-cfs pumped outfall canal
discharge (flow toward the lake), and a lake stage of +5 ft are shown in
Plates 51 and 52. Plate 51 is a plot of maximum instantaneous torque versus
angle of closure for each gate without waves, and Plate 52 presents results
with waves. The angle of closure is illustrated in Figure 19 and is equal to
0 deg. Results of tests with lake stages of +3 ft and +1 ft without waves are
presented in Plates 53 and 54, respectively. Plates 51-54 indicate that
the torques are greatest with the gate in the nearly closed position (72-deg
angle of closure). Thus, the dampening system could be subjected to the .
greatest loadings when pumped outfall canal discharges initiate reopening of
the gates closed previously by a surge from the lake. Torques on the gates in A
the open or trimmed position (12-deg angle of closure) induced by pumped out-
fall canal discharges are significantly less and should not subject the stops
and fenders or shock absorbers to large forces. 'V..
22. Results of model tests to determine the torque (counterclockwise
direction) on the gate trunnions with the gates held against the stops (12-deg - p
trimmed position), with surge flows of 500, 1,000, 1,500, and 2,000 cfs from
the lake, without waves, and with +I- and +6-ft lake stages are provided in
Appendix A, tests 34-41. Again the maximum torques on the gates in the open ,
or trimmed position are relatively small (1-4 ft-kips) but sufficient to
initiate closure of the model gates by surges from the lake.
23. The results of tests 71-114 to measure torque (counterclockwise
direction) on the gate trunnions versus angle of closure with a lake elevation
of +7 ft and surge flow rates from the lake to the canal of 500, 1,000, 1,500, .
* Bottin and Mize, op. cit. %2
22 i
and 2,000 cfs are provided in Plates 55-58. Similar results obtained from
tests 115-158 conducted with 7.8-ft-high and 7.3-sec-period waves generated
from the north-northwest direction, a lake elevation of +7 ft, and surge flow
rates of 500, 1,000, 1,500, and 2,000 cfs are provided in Plates 59-62. The
curves in Plates 55-62 indicate that the 45-deg angle of closure is where the '
torque measurement makes a dramatic increase in magnitude due to the shape of
the gate.
24. Torque values of 4 and 7 ft-kips were induced on gates 1 and 8,
respectively, when they were positioned 24 deg from the stop, and the other
six gates were positioned against the stop during tests 159-162 (see Appen-
dix A). Values of torque on gates 2-6 with gates I and 8 closed are shown in
Appendix A as tests 163-166. Tests 167-170 were conducted with gates 7 and 8
positioned 24 deg from the stop with the other gates against the stop. A
torque of about 7 ft-kips was created on gate 8. Torques on gates 1-6 were
not increased significantly with gates 7 and 8 closed (see tests 171-174 of
Appendix A). Torques of about 3 and 4 ft-kips were created on gates 4 and 5,
respectively, when they were positioned 24 deg from the stop with the other
gates positioned against their stops (tests 175-178), and only 1 and 2 ft-
kips, respectively, were measured when the gates were closed (tests 179-182).
25. Results of torque measurements with a lake elevation of +1 ft and
surge flows of 500, 1,000, 1,500, and 2,000 cfs with all gates open 6 deg from Vthe stop are presented in Appendix A, tests 183-186. Similar results with all
gates open 12 deg from their stops are presented in Appendix A, tests 187-190.
Water-surfacedifferential through structure
26. Results of model tests to measure the differential at the structure
between the water surfaces on the pumping station and the lakesides of the
structure with a pumped canal discharge of 8,000 cfs and a lake elevation of
+7 ft are presented in Table 2. Various combinations of gate positions were
used to measure the water-surface differentials. The objective was to see
which combinations of gate positions created a differential in excess of
0.5 ft. Excessive water-surface differentials occurred when gate bays car-
* rying a higher percentage of flow were restricted.
27. Results of model tests to determine water-surface elevations up-
stream and downstream ot the proposed London Avenue structure are presented in
Table 3. Tests included measuring the water-surface elevation with lake
23
stages of +11.5 and +7.0 ft and a discharge of 8,000 cfs simulating pumping to
the lake. Horizontal distances upstream and downstream of the structure were %0measured from the pier nose on their respective sides.
24.
PART IV: CONCLUSIONS AND RECOMMENDATIONS
28. The recommended canal alignment was obtained by observing flow pat-
terns in the 1:20-scale physical model and modifying the canal to achieve
acceptable hydraulic performance. Tests conducted to evaluate the canal
alignment indicated that a uniform approach flow was necessary for flow- %
induced opening and closing of the gates.
29. The type 33 gate design consisted of 3-ft eccentricity, 22-in. gate
scoop, and a 24-deg angle (Figure 17). The gate design performed satisfacto-
rily in the model over the full range of expected prototype conditions by
closing with the incoming hurricane surge and opening with pump flow. The
geometry of the type 33 gate design was derived for the anticipated flow con-
ditions at this site-specific study. Any variation on the hydraulic condi-
tions or the gate geometry will affect the performance of the gate and shouldbe investigated further.I
30. Torque measurements were obtained without and with waves super-
imposed on pumped and surge flows. Test results were affected by wave action;
increasing the torque up to 25 percent for a surge condition and decreasing
the torque by as much as 10 percent for a low pumped flow condition.
31. Torque measurements were collected for a wide range of conditions
for design purposes to include sizing the vertical shaft, mechanical compo-
nents, dampening device, and structural components. Test conditions with the
gates fully opened or closed yielded the values of torque that will allow com-
parison to the amount of torque necessary to overcome the dampening device and %
internal friction. The dampening device, which was not a physical component
of this study, will be a vital link in the system to absorb most of the
dynamic forces, therefore preventing the gate from slamming, and regulate the S
speed of opening and closing. It is recommended that these dynamic forces be
investigated further in a larger scale model prior to prototype design.
32. For other applications of this gate design, consideration should be
given to the concentration of suspended load at the proposed location. The
crescent-gated structure would be subjected to silting in or being blocked
open if heavy debris were present In the system. However, this site-specific
application is located downstream of a pumping station where a large percent-
age of debris is filtered out by the trashracks of the pumping plant, and the
water has a very low suspended load concentration. In the prototype 9 in. of
25 % %
%..% %
clearance will be provided between the bottom of the gate and the basic slab
in an attempt to prevent debris or silt from jamming the gate. V
w-
A..
26.
N N.
%.,
WA %
Table 1
Crescent-Gate Designs
DesignType Angle, deg Eccentricity Scoop SizeNumber a B a + B e , ft x , ft Performance
21 6 6 12 0.75 1.250 Would not reopen
22 6 6 12 0.75 1.833 Would not stay against stop
23 6 6 12 1.75 1.833 Would not stay against stop
24 12 6 18 0.75 1.833 Would not stay against stop
25 12 6 18 1.75 1.250 Gate was slow to reopen
26 12 6 18 1.75 1.833 Oscillated before resting onstop -.
27 12 6 18 1.75 1.833* The angle the scoop made withthe gate was varied. Thegate performed slower as theangle was increased,1,
28 12 12 24 1.75 1.000 Slow to reopen /.v229 12 12 24 1.75 1.250 Slow to reopen
30 12 12 24 1.75 1.417 Oscillated before resting onstop
31 12 12 24 1.75 1.833 Oscillated before resting onstop
32 12 12 24 ** 1.833 Oscillated before resting onstop
33 12 12 24 3 1.833 Performed very satisfactorily.No hesitations
See Plate 9.
** Pin was eccentric in two directions: e and e e q.6 in.,
e I ft 9 in. (see Plate 10). x xy 0'
V.3-
Table 2
Head Loss Across the Structure %
Water-Surface Gate Angle from Stop, deg, for
Lake Pumped Flow Differential Gate Number
El Q, cfs ft 1 2 3 4 5 6 7 8
+7 8,000 0.48 24 0 0 0 0 0 0 24
0.52 0 0 0 0 0 0 *
0.48 0 0 0 0 0 0 24 24
0.50 0 0 0 0 0 0 * *
0.60 0 0 0 24 24 0 0 0
0.62 0 0 0 * * 0 0 0
* Closed.
Table 3
Water-Surface Elevations
Discharge 8,000 cfs
Water-Surface '-
Lake Stage Location, ft Elevation '-ft Upstream Downstream ft
11.5 400 -- 11.76
200 -- 11.68
100 -- 11.65
50 -- 11.64
-- 50 11.60
-- 150 11.60
7.0 400 -- 7.40
200 -- 7.39
100 -- 7.38.-
50 -- 7.36
-- 50 7.28
-- 150 7.26
V V
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PPIER
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2'
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PLATE 50
V ~ % % %* V ~ %~~ %
800
r A
I NOTE. TORQUE VALUES ARE NEGATIVE (CLOCKWISE)
-700
GATEI
-600 -
4
3 I
-500
U. 6
S-400 ~ .
20
-200 0
-100 8120 (TRIMMED)
720 (FULLY CLOSED)
00
0 10 20 30 40 50 60 70 s0 90
ANGLE OF CLOSURE, DEGREES
TORQUE VERSUS ANGLE OF CLOSUREDISCHARGE 8,000 CFS TO THE LAKE
LAKE ELEVATION -5 FT
PLATE ~
% %% %
I .0
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-800
-700 NOTE. TORQUE VALUES ARE NEGATIVE (CLOCKWISE)
-600 3GAT8
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-2000
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00
0 10 20 30 40 50 60 70 80 90
ANGLE OF CLOSURE, DEGREESA
TORQUE VERSUS ANGLE OF CLOSURE '
DISCHARGE 8,000 CFS TO THE LAKE%LAKE ELEVATION - 5 FT
WAVE HEIGHT 7 8 FTWAVE PERIOD 7 3 SEC 7i'
PLATE 52
NN %
i.
800 • 800 -- GA TE 8,,%,
NOTE TORQUE VALUES ARE NEGATIVE (CLOCKWISE) GATE"8
-4
-700 53 2
-600
-500 e.-
D- -400..0~
Liio ?
55
-300
-200
-100 120 (TRIMMED) 720 (FULLY CLOSED)
000 10 20 30 40 50 60 70 80 90
ANGLE OF CLOSURE, DEGREES
N#'"
'.. .
TORQUE VERSUS ANGLE OF CLOSUREDISCHARGE 8,000 CFS TO THE LAKE
LAKE ELEVATION *3 FTNO WAVES
PLATE 53
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AD-A169 346 HURRICANE PROTECTION STRUCTURE FOR LONDON AVENUE 2/207 OUTFAU. CANAL LAKE PONTC..(U) ARMY ENGINEER NATERNAYSEXERIMENT STATION VICKSBURG MS HYDRA. J R LEECH
p NCLRISIFIED DEC 9? IES/TR/HL- 87-IE F/O13/2 NL
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