7'/FD-A1I.9 346 HURRICANE PROTECTION STRUCTURE FOR … · James R. FR MD c mb r 1 8 Final...

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

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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

MIIit to the originator.

The findings in this report are not to be construed as an officialDepartment of the Army position unless so designated

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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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UnclassifiedSECURITY CLASSIFICATION OF THIS PAGE

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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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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.

%~~ ~ -rrC*

% %- V

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

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

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

%I IV %

V ! V4

% N. -N% % Jo*

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).

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 --, ,

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

. . -.

-. ' "

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 \: %

)J / [ I" ; .

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

,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

PART III: TESTS AND RESULTS

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. %

Gate design

12. Observations during operation of the model with the recommended

canal design indicated that the type I vertical butterfly gates (Figure q)

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SLOPEVARIE

EL +1, N.

EL 4 14

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Figur 4. Are ofoiia'eig0ptemadontemo

theOP structurSLOPE ARIES

1 -8'L -8 EL -' LA E ---

EL z 1 , 5', "p.

EL + 14..

ON5 5.

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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

~ 5% 5% * * 5 ~ 5 * . * ~ .*.* ~ . ~ %....................................................C.,

LAKE~ SID -7 Io

Figue 8 Flo toard he ake itha dschage f 8,00 fs ad alak

PUMP SIDEI

Hpire9. Tpe I ate esig

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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).

LAKESIDE

-j/\\ \

PIERPIER

x\ \ \ \ \ i1

PUMP STATION SIDE

Figure 10. Plan view of type 1 gate designduring pumped flow

LAKE SIDE

20" SCOOP-.--I

10" RADIUS %

PUMP STATION SIDE

Figure 11. Plan view of type 4 gate design

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

.f. - op" , '" 'e ," '"" / ' -a' -e - """"" - " -- '""- -.. ' /' e...,. '-- .j -- , e.-%-. -' %,'-"-....2,7. .

LAKE SIDE .6%.

22" SCOOP- %

SCOOP %?

PIER PIER?

PUMP SIDE

Figure 14. Plan view of type 17 gate design

LAKESIDE

r ... '.,

PIE PTOIER

~PM SIDE f -

Figur 15 Pla vie oftp 7gaedsgduin flowK.I%

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

PIERPIER--

o~.% .

PUMP STATION SIDE

Figure 16. Plan view of crescent-shaped gate%

LAKESIDE

22" 10SO

PUJMP SIDE

Figiure 17. Hla view of Lyvc if (ruccamncndvd) gaitu dcsigii

LAKE SIDE 4

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

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

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

N~~. -.. N ...

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

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

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.

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

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

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'

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

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SPOILERS %d

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SPOILERS

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I NOTE. TORQUE VALUES ARE NEGATIVE (CLOCKWISE)

-600 -

S-400 ~ .

-200 0

-100 8120 (TRIMMED)

720 (FULLY CLOSED)

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 ~

% %% %

-700 NOTE. TORQUE VALUES ARE NEGATIVE (CLOCKWISE)

-600 3GAT8

4 ?u-500

E -400 60

100120 (TRIMMED) 720 (FULLY CLOSED) A

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

800 • 800 -- GA TE 8,,%,

NOTE TORQUE VALUES ARE NEGATIVE (CLOCKWISE) GATE"8

-700 53 2

-500 e.-

D- -400..0~

Liio ?

-100 120 (TRIMMED) 720 (FULLY CLOSED)

000 10 20 30 40 50 60 70 80 90

ANGLE OF CLOSURE, DEGREES

TORQUE VERSUS ANGLE OF CLOSUREDISCHARGE 8,000 CFS TO THE LAKE

LAKE ELEVATION *3 FTNO WAVES

PLATE 53

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NOTE TORQUE VALUES ARE NEGATIVE (CLOCKWISE) 43

-100 2

m -5006 %

o 84000

-300 x ----

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720 (FULLY CLOSED) %I I %'000 1 1 0 1

0 10 20 30 40 50 60 70 80 90ANGLE OF CLOSURE, [DEGREES

TORQUE VERSUS ANGLE OF CLOSURE ,,

DISCHARGE 8.000 CFS TO THE LAKEIAKEFLLVATION 1 TNO W AVES. --

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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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PLATE 62

APPENDIX A: TORQUE MEASUREMENTS ON BUTTERFLY GATESTYPE 33 DESIGN

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