Office Fife Copy When Borrowed Return Promptly

Bureau or Reclamation HYDRAULICS BRANCH OFFICE FIFE COPY WHEN BORROWED RETURN PROMPTLY

PAP-470 Vibration of Outlet Pipes, Glen Canyon Dam

August 10, 1984 H. T. Falvey K. W. Frizell C. D. Maytum INFORMATIONAL ROUTING D- 45 4P,

Memorandum Denver, Colorado Head, Gates and Valves Section DATE: August 10. 1984

Chief, Hydraulics Branch ; ID i Chief, Mechanical Branch I - H. T. Falvey (D-1530A), K. W. Frizell (D-1532), C. D. Maytum (D-2! C------

Vibration of Outlet Pipes, Glen Canyon Dam I

Introduction —

During operation of the outlet tubes in 1983, rough operation and were noted for gate openings greater than 75 percent at a reservo „ " .. GPO 8523 vation of 3704.2 (report of telephone conversation June 22, 1983, from Gamble to Burgi). The flow rate which produced smoother operation through each valve was 4,200 ft3/s. In an effort to learn the cause of the noise and vibration, Frizell and Elgin conducted field measurements on all four outlet tubes on June 19, 1984, see appendix. They discovered that the outlet tubes in the vicinity of the dresser couplings had a maximum peak-to- peak displacement of 3.47 mils (0.089 mm) at a frequency of about 176 Hz. This frequency corresponds approximately to the audible tone of F below middle C. Their measurements were made with a gate opening of 81 percent. This opening produced a discharge of 4,350 ft3/s per valve at a reservoir elevation of 3697.45.

Possible causes for the noise include:

a. Cavitation of the valve or man door

b. Resonance of the outlet tube at one of its harmonic modes

c. Shell vibration of the unsupported tube between the dresser couplings

d. Vibration of some element in the valve

Each of these causes and the possible hydrodynamic excitation are considered in detail.

Cavitation Potential

The cavitation potential of the conduit can be examined by investigating the cavitation index of the flow. The pressure at the downstream dresser coupling is equal to 360.2 ft of water pressure. The cavitation index is: a BUREAU OF RECLAMATION

EXPERIENCE WITH FLOW-INDUCED

VIBRATIONS

Henry T. Falvey Hydraulic Research Engineer

U.S. Department of the Interior Bureau of Reclamation

Denver, Colorado, USA

SUMMARY

The paper presents a summary of model and field investigations that have been conducted by the Bureau of Reclamation over the past 15 years. The studies are arranged according to the type of flow control mechanism that induces the vibration. In each case the type of remedial measures taken to reduce or eliminate the vibrations are discussed.

1. INTRODUCTION

The Bureau of Reclamation has been concerned with the problem of flow-induced vibrations for more than 40 years. The first research report dealing with vibrations was published in 1938 [1]. In this study, a model of a prototype slide gate was constructed to a scale of 1:30. Great care was exercised in maintaining similarity of mass and geometry in the model. However, it is interesting to note that the vibrations were evaluated by "lightly touching the gate with the fingers of the hand." It was reasoned that if no vibrations could be felt in the model, no serious problems from vibrations would develop in the field. Since that time, the analysis and measurement techniques have obviously improved greatly.

In 1964, Simmons [2] presented a summary of Bureau experiences with flow induced vibrations. The report cites examples in which vibrations created operational problems in several broad classes of hydraulic structures. These include radial gates, power and pumping plants, pipeline distribution systems, and spillways and spillway gates.

The purpose of this paper is to present a summary of the vibrational problems that have been encountered in the past 15 years. Rather than just citing a list of all the problems that have occurred, typical examples have been chosen which illustrate the basic control mechanisms of flow-induced structural vibrations. These flow mechanisms include:

Fluid-dynamic excitation [3] Fluid-resonant excitation [3] Fluid-elastic excitation [3] Extraneous periodic or random excitation Hydraulic model studies were: made of a hollow-jet valve stilling basin following extensive damage to the center wall [12], chart G. This basin contains two hollow-jet valves that discharge into a common structure. Since the valves may operate either singly or together, their respective flows were kept separate in the basin by a center wall. The annular flow from each valve is transformed into a solid jet before entering the stilling basin by wedges located on the walls just downstream of the val'ves. The wedges create separation zones-on each side of the basin. Vertically oriented air-entraining vortices form within the separation zones. These vortices coupled with the horizontally oriented vortices in the hydraulic jump, which forms in the basin, create a very turbulent three- dimensional flow pattern. The spectrum of this turbulence can be characterized as being narrow-band low-frequency noise [13]. Fatigue cracks have been found at the bottom of the center walls of several basins. The natural frequency of the wall lies within the narrow-band turbulent pressure fluctuation spectrum. The solution at Navajo Dam was to eliminate both the center wall and the wedges. This solution eliminated the damage but now symmetrical operation of both valves is required.

The final example of extraneous control deals with the vibration of a butterfly valve located downstream from a Y-branch [14], chart H. The butterfly valve vibrated with a period of 2 to 3 seconds at a discharge of 165, m3/s and a head of 37 m at the Y-branch. In addition, the valve tended to vibrate toward a closed position at these flow conditions. Laboratory studies showed that the source of the problem was nearly random excitation of the valve. The random excitations were created by separation of the flow in the Y-branch. The problem was eliminated by streamlining the Y-branch through the addition of filler blocks.

6. CONCLUSIONS

In all of these examples of flow-induced vibrations, it has been possible to identify the type of excitation which controlled the vibration. Identification of the excitation mechanism makes it possible to identify possible remedial actions that can be taken to eliminate or reduce the magnitude of the problem.

7. REFERENCES

[1] Streeter, V. L., Progress Report on Parker Dam Gate Tests, Vibration Studies, Parker Dam Project, Bureau of Reclamation, Hydraulics Branch Report HYD-38, 1938 mot` [2] Simmons, W. P., Experiences of the Bureau of Reclamation with Flow-induced Vibrations in Hydraulic Structures, Bureau of Reclamation, Hydraulics Branch Report HYD-538, 1964

[3] Rockwell, D., and Naudascher, E., Review - Self-Sustaining Oscillations of Flow Past Cavities, Transactions of the American Society of Mechanical Engineers, Journal of Fluids Engineering, Vol. 100, pp. 152-165, 1978

[4] Falvey, H. T., and Cassidy, J. J., Frequency and Amplitude of Pressure Surges Generated by Swirling Flow, International Association for Hydraulic Research, Hydraulic Machinery Symposium, Stockholm, Sweden, 1970

[5] Seybert, T. A., Gearhart, W. S., and Falvey, H. T., Studies of a Method to Prevent Draft Tube Surge in Pump-Turbines, IAHR Hydraulic Machinery Symposium, Fort Collins, Colorado, 1978 I

[6] Isbester, T. J., Hydraulic Model Studies of the Pueblo Dam Spillway and Plunge Basin, Bureau of Reclamation, Hydraulic Branch Report REC-ERC-71-18, 1971

[7] Isbester, T. J., Hydraulic Model Studies of Folsom Spillway-Outlet Junction, Bureau of Reclamation, Hydraulics Branch Report REC-ERC-71-12, 1971

[8] Schuster, J. C., Canal Capacity Studies Wave Formation by Bridge Piers, Bureau of Reclamation, Hydraulics-Branch Report HYD-485, 1967

[9] Toebes, G. H., Flow-induced Structural Vibrations, Journal of the Engineer- ing Mechanics Division, American Society of Civil Engineers, Vol. 91, December 1965, pp. 39-66

[10] Beichley, G. L., Hydraulic Model Studies of Portage Mountain Development Low-level Outlet Works, British Columbia, Canada, Bureau of Reclamation, Hydraulics Branch Report HYD-562, 1966

[11] Mercer, A. G., Vane Failures of Hollow-Cone Valves, International Associa- tion for Hydraulic research, Hydraulic Machinery Symposium, Stockholm, Sweden, 1970

[12] King, D. L., Hydraulic Model Studies of the Modified Outlet Works Stilling Basin, Navajo - Dam, Colorado River Storage Project, New Mexico, Bureau of Reclamation, Hydraulics Branch Report HYD-573, 1967

[13] Falvey, H. T., and King, D. L., Spectral Analysis, A Prototype Study, Paper presented at the Annual Hydraulics Division Conference, American Society of Civil Engineers, Logan, Utah, August.20-22, 1969

[14] Ball, J. W., Calibration of Hollow-jet Valves and Vibration Studies of Outlet Works Y-branch, Falcon Dam, Bureau of Reclamation, Hydraulics Branch Report HYD-474, 1960 MS-230 (8-70) Bureau of Reclamation TECHNICAL REPORT STANDARD TITLE PAGE 3. 1. REPORT NO. *1 S C -'r RECIPIENT'S CATALOG NO. REC ERC-71-12 ' r"', r1-. 4. TITLE AND SUBTITLE 5. REPORT DATE lydraulic Model Studies of Folsom Feb 71 opillway-Outlet Junction 6. PERFORMING ORGANIZATION CODE

7. AUTHOR(S) 8. PERFORMING ORGANIZATION REPORT NO. T. J. Isbester REC-ERC-71-12

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. WORK UNIT NO. Engineering and Research Center Bureau of Reclamation 11. CONTRACT OR GRANT NO. Denver, Colorado 80225 13. TYPE OF REPORT AND PERIOD COVERED 12. SPONSORING AGENCY NAME AND ADDRESS

Same

14. SPONSORING AGENCY CODE

15. SUPPLEMENTARY NOTES

16. ABSTRACT Model studies performed to investigate damage to the area surrounding the Folsom Dam outlet works-spillway junctions and to aid development of corrective modifications are described. Model data indicated that when spillway releases are made prior to repair and modification of the damaged areas, outlet releases should be made with 60% gate openings. For spillway releases only, an eyebrow placed on the spillway face above the itlet opening deflected spillway flow away from the outlet works-spillway face junction, eliminated surge in the outlet, and prevented development of low pressures on the spillway face. A flow splitter-eyebrow combination completely eliminated all damaging pressures in the flow junction area for all operating conditions, but was considered extremely difficult structurally to anchor to the spillway face, and was abandoned. Use of the eyebrow without the splitter is recommended. If simultaneous releases are necessary, the outlet gate openings should be limited to 40 to 70% to provide for maximum air demand from the outlet air header system.

17. KEY WORDS AND DOCUMENT ANALYSIS a. DESCRIPTORS—/ *spillways/ *outlet works/ *hydraulic models/ hydraulics/ *air demand/ *model tests/ piezometers/ *cavitation/ damages/ junctions/ negative pressure/ low pressures/ vapor pressure/ jets/ aeration/ model studies/ surges/ fluid mechanics/ hydraulic structures/ pressure

b. IDENTIFIERS—/ Folsom Dam, Calif/ *remedial treatment/ splitters/ design improvements/ cavitation control/ hydrodynamic pressures

c. COSATI Field/Group 13G

18. DISTRIBUTION STATEMENT 19. SECURITY CLASS 21. NO. OF PAGE (THIS REPORT) A lble from the National Technical Information Service, Operations UNCLASSIFIED 17 Dl.,sion, Springfield, Virginia 22151. 20. SECURITY CLASS 22. PRICE I (THIS PAGE) UNCLASSIFIED $3.00 MS-230 (8-70) Bureau of Reclamation T9=r WAIIr.AI RFPr)PT CTAKinAPr) TITI P PAr= I. REPORT NO. 3. RECIPIENT'S CATALOG NO. R REC-ERC-71-18 4. TITLE AND SUBTITLE S. REPORT DATE

Jun 71 Hydraulic Model Studies of 6. PPERFORMING ORGANIZATION CODE The Pueblo Dam Spillway and Plunge Basin

7. AUTHOR(S) 8. PERFORMING ORGANIZATION REPORT NO.

T. J. Isbester REC-ERC-71-18

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. WORK UNIT NO.

Engineering and Research Center 11. CONTRACT OR GRANT NO. Bureau of Reclamation Denver, Colorado 80225 13. TYPE OF REPORT AND PERIOD COVERED 12. SPONSORING AGENCY NAME AND ADDRESS

Same 14. SPONSORING AGENCY CODE

15. SUPPLEMENTARY NOTES

16. ABSTRACT

Studies were performed on a 1:56 scale hydraulic model of Pueblo Dam spillway and plunge basin (stilling basin) to determine if the unusual design could handle the required releases safely. The model contained the flip-type spillway, plunge basin, river outlets, and a section of downstream river channel. Channel erosion, basin impact pressures, nappe oscillations, crest rating, and flow profile studies were made on the model. Flow splitters were added to the spillway to eliminate nappe oscillations. The plunge basin initially containing 2 floor elevations was enlarged to the level of the deeper section to minimize impact pressures. A technique of data collection was used in obtaining impact pressures which provided an electronic statistical analysis. A curve was obtained to relate basin floor effective pressure head to spillway discharge for the normal river tailwater conditions.

17. KEY WORDS AND DOCUMENT ANALYSIS a. DESCRIPTORS-- / * spillways/ *hydraulic models/ instrumentation/ hydraulic structures/ impact/ *energy dissipation/ fluctuation/ Colorado/ stilling basins/ *plunge basins/ *model tests/ channel erosion/ nappe/ dams/ flow profiles/ model studies/ scour/ oscillations/ turbulence/ *flip buckets

b. IDENTIFIERS--/ Pueblo Dam, Colo/ Fryingpan-Arkansas Proj, Colo/ flow splitters

c. COSATI Field/Group 13G

18. DISTRIBUTION STATEMENT 19. SECURITY CLASS. 21. NO. OF PAGE (THIS REPORT) ,ailable from the National Technical Information Service, Operations UNCLASSIFIED 16 ,vision, Springfield, Virginia 22151, 20. SECURITY CLASS 22. PRICE (THIS PAGE) UNCLASSIFIED $3.00 BUREAU OF RECLAMATION HYDRAULIC LABORATORY UNITED STATES DEPARTMENT OF THE INTERIOR OFFICE BUREAU OF RECLAMATION FILE COPY WM BORROWED RETURN PROMPTLY

7~WAVIB TION-' CfU H'O JET VALVES.

AND VIBRATION. - STUDIES OF OUTLET WORKS ':Y-BRANCH FALCON DAM

Hydraulic Laboratory Report No H d- 74 oil 11 1

G LABORATORIES

......

4 0 4_1 -X"-r

N" UNITED STATES DEPARTMENT OF THE INTERIOR BUREAU OF RECLAMATION

Commissioner's Office--Denver Laboratory Report No. Hyd-474 Division of Engineering Compiled by: J. W. Ball Laboratories Checked by: J. W. Ball Hydraulic Laboratory Branch Reviewed by: H. M. Martin Denver, Colorado Submitted by: H. M. Martin October 25, 1960 Subject: Calibration of hollow-jet valves and vibration studies of outlet works--Y-branch--Falcon Dam PURPOSE

The purpose of the study was to obtain rating curves for the hollow-jet valves which had vertical convex bends immediately upstream, and to study the cause and remedy for vibration occurring in the Y-branch upstream from the hollow-jet valves in the Mexican outlet works.

SUMMARY

Investigation of pressure conditions at pressure taps located in the pipe walls just upstream from the valves of scale models (Figure 1) disclosed that the piezometric head differed as much as 30 percent from the top to the invert of the pipes which followed convex vertical bends. Pressure taps for indicating head from which the valve discharges could be determined were limited to the top portionof the pipe 45 degrees each side of thevertical centerline a short distance upstream from the valves. This limitation was imposed to guard against errors that might be introduced through changes in circulation through the pressure system by future cor- rosion within the system. The variation in pressure head from top to invert of the pipe immediately upstream from the valves and differences in the bends upstream from the pressure taps made calibration of the Mexican and United States outlet works separate problems and special model calibrations were made to obtain the rating curves of Figures 2 and 3.

Vibrations noted in the Y-branch of the prototype Mexican outlet works were also noted in the model. Investigation showed large fluctuations in pressure within the branch with instantaneous values equal to vapor pressure. Investigation showed that fillers placed in the turbulent area within the branch (Figure 4) decreased the magnitude of the fluctuations and kept the minimum instantaneous pressures well above vapor pressure (Figure 5) with a decided decrease in vibration tendencies. n l U

BUREAU OF RECLAMATION HYDRAULIC LABORATORY

UNITED STATES OFFICE D PARTMNT OF THE BURS UEOF REC AMAT ONOR FILE COPY WHEN BORROWED RETURN PROMPTLY..

HYDRAULIC MODEL STUDIES OF THE MODIFIED OUTLET WORKS STILLING BASIN NAVAJO DAM COLORADO RIVER STORAGE PROJECT NEW MEXICO

Report No. Hyd-573

June 15, 1967 ABSTRACT

Damage which occurred to the hollow-jet valve outlet works stilling basin at the Navajo Dam was duplicated in a 1:12 scale model. Severe abrasion damage in the upstream portion of the prototype basin probably occurred during several months' operation at approximately 30% valve opening under 245 ft of head. Abrasion in the downstream end probably occurred during operation with 100% valve opening and about 280 ft of head. Model tests indicated the original hollow-jet valve basin, with converging wedges and a center dividing wall, could not be improved in efficiency of energy dissipation and stability. This design, however, permitted the development of areas of intense turbulence, with accompanying circulation of abrasive materials. Also, the center wall was subjected to fluctuating pressures which could result in structural damage due to vibration. The basin was modified by eliminating the center wall and wedges, reducing the allowable maximum discharge, and paving part of the downstream channel. The paving is necessary to prevent streambed material from entering the modified stilling basin. Tests on the original configuration under various operating conditions, on 7 proposed modifications, and on the recommended design are described. An appendix reviews damages reported in other similar stilling basins. DESCRIPTORS-- research and development/ *outlet works/ *model tests/ water pressures/ hydraulic models/ piezometers/ pressure measuring equip/ energy dissipation/ riprap/ velocity distribution/ hydraulic ,jumps/ hydraulics/ hydraulic structures/ erosion/ high pressure valves/ hollow ,jet valves/ *stilling basins/ rigid linings/ wave action/ vortices/ *damages/ abrasion/ scour/ concrete structures IDENTIFIERS-- Navajo Dam, N Mex/ New Mexico/ Colorado River Storage Pro,j/ design modifications

iv PREPARED FOR THE BRITISH COLUMBIA HYDRO AND POWER AUTHORITY, VANCOUVER 1, BRITISH, COLUM~* OF RECLA14ATION r HYDRAULIC LABORATORY

UNITED STATES i DEPARTMENT OF THE INTERIOR [dA's BUREAU OF RECLAMATION FILE 0b"PY DO NOT REMOVE FROM THIS FILE

— Y: AULIC MODEL STUDIES OF PORTAGE MOUNTAIN ~ 'DEVELOPMENT LOW-LEVEL OUTLET WORKS BRITISH COLUMBIA, CANADA

Hydraulics .Branch Report No. Hyd-562 Studies on a 1:14 scale model of the low level outlet works of Portage Mountain Development show the fixed-cone valve-ring deflector combination provides a relatively simple and effective device for flow control and energy dissipation. The ring deflector contributes significantly to energy dissipation. Baffle piers downstream from the deflector and a weir at the downstream tunnel portal can be added later to improve energy dissipation if necessary. The extent of the steel-lined section required downstream of the valves was determined. High fluctuating pressures were measured on the wall of the liner in the impingement area of the jet and on the upstream face of the ring deflector at the crown and invert. Pressures on the lip of the deflector were slightly subatmospheric. No uniform simultaneous peaking of pressures at widely separated areas occurred on the deflector ring. A recirculating air supply tunnel was developed to provide near atmos- pheric pressures within the cone-shaped jet as well as upstream of the jet at the valves. Nonsymmetrical operation of the valves is not recommended. The design discharge of 10, 000 cfs per tunnel at reservoir elevation 2125 was verified by the model operation. DESCRIPTORS-- *outlet works/ diversion tunnels/ conduits/ tunnel plugs/ hydraulic structures/ *hydraulic models/ hydraulic jumps/ stilling basins/ *air demand/ head losses/ discharge measurement/ energy losses/ backwater profiles/ steel linings/ weir crests/ baffles/ vapor pressures/ cavitation/ *energy dissipation/ water surface/ erosion/ tunnel linings/ oscillographs/ transducers/ laboratory tests IDENTIFIERS-- *jet flow gates/ tunnel transitions/ fixed-cone valves/ ring deflectors/ subatmospheric pressures/ Portage Mtn Dvlpmt, Can/ bell-mouthed entrances/ British Columbia, Canada

v : Hydraulics Branch DIVISION OF RESEARCH . r !

- T

OFFICE OF CHIEF ENGINES "- DENVER, COLORADO

August 15,' 1967 ABSTRACT

Prototype and laboratory measurements were made of the heights and frequencies of waves generated by segmented bridge piers set in the flow prism of the Delta Mendota Canal, Central Valley Project. Large oblique angles of the bridges and the openings in the piers caused waves to be generated on the canal water surface. The waves reduced the freeboard of the canal lining and means were sought for reducing the wave height. The studies showed that full closure of the spaces between pier segments was necessary to reduce wave heights to a minimum. Partial closure did not produce satisfactory reductions in height. Conformance of the waves formed by the 1:24 scale model and the prototype was very good. DESCRIPTORS-- hydraulics/ *waves/ *open channel flow/ flow resistance/ head losses/ Froude number/ canals/ *bridge piers/ instrumentation/ hydraulic models/ prototype tests/ laboratory tests/ model tests/ freeboard/ frequency IDENTIFIERS-- Delta-Mendota Canal, Calif/ Central Valley Proj, Calif/ *wave height/ California/ similitude/ *canal capacity tests

ii ORADO

SeptembUr 30, 1964 ABSTRACT

Difficulties encountered in USBR structures due to flow-induced vibrations show the need for recognizing that similar problems can occur elsewhere and indicate what measures can be taken to avoid or control them. Vibrations severe enough to interfere with operation and cause structural damage in several radial gate installations in canal check structures were caused by control shifting from the flexible bottom seals to the backing plates and back again. It was eliminated by redesigning the seals to produce a positive spring point. In Parker Dam Powerplant, serious turbine runner blade vibration was induced by vortex trails in the flow behind the blades. Tapering the trailing edges of the blades changed the frequency of vortex shedding and eliminated the resonant condition. At Grand Coulee Pumping Plant vibration in the steel portions of the discharge lines was greatly reduced by modifying the pumps to lower the magnitude of periodic impulses, and by stiffening the pipeline to avoid resonance and suppress circumferential and radial movements. Severe low frequency vibration or rhythmic surging in the Coachella Pipeline Distribution System was reduced to normal operational levels by changing the natural periods of system sections to avoid resonance, reducing the number of sections, and providing a snubbing action. Fluttering in overfalling nappes as at Black Canyon Dam was eliminated by splitting the jets so that full aeration occurs under the nappes. DESCRIPTORS---"Vibrations / -fluid flow/ radial gates/ gate seals/ vortices/ turbines/ turbine runners/ 'resonance/ pumping plants/ aeration/ penstocks / surges/ distribution systems/ pipelines/ flutter/ hydraulics/ crests/ check structures/ pumps/ -'hydraulic structures/ hydraulic gates and valves/ drum gates/ reviews/ powerplants / *corrections/ oscillation/ natural frequency/ damping/ low frequency/ impulses/ periodic variations/ nappe / damages/

IDENTIFIERS- -*Vortex trails/ vortex shedding/ splitters/ cyclic loading/ vibration control/ discharge lines/ hydraulic design/ co FILE COPY BUREAU OF RECLAM'.'TION HYDRAULIC LABORATORY

4* MUM CP ZXMMIX"""

" musm to mist, '

J*A W aw Aw ,

~k Mums

ammm ?=mm

Doom,ft2~ 3m

I i. Subject: Progress. report on Parker Dam gate tests - Vibration studies.

Purpose of studies /--A one of the five stoney gates in Parker Dam was constructed and tested in the Denver hydraulic laboratory during January and February 1937. These tests were made primarily to insure there- would be no harmful vibrations of the gate. Coefficients of gate discharge were also obtained as well as pressure and water surface profiles on the crest for various gate openings. -

Description of the model - Parker Lam is an arch -dam with five stoney gates,etas 50 by 50 feet, mounted in the spillway section. Plan, elevatiorg:and~ section of the spillway structure are shown in figure 1. The model consists of a part of the dam including one of the gates, extending downward 45 feet below the crest and 27.5 feet each side of the gate. Model construction was of galva- nized iron and steel with the exception of the crest which was made of plaster of Jeq~ sit/ pa.s•i.p and cement. g groove in the crest fined with IsWd provided a 4=LV1. for the lower edge of the _gate. Rubber tubing fastened against the upstream face of the gate provided scale for the sides. The prototype gate will consist of horizontal plate girders with a 9/16-inch skin plate on the upstream face. The gate assembly is shown in figure 2._ The model gate was designed with a radius of gyration of the lower horizontal members such that the free period of the model gate

would be l/ V30 of the prototype. The model gate was made from a solid steel.

plate 5/8-inch thick, machined down to 1/4-inch thick, with ribs 3/8-inch high

and 1/5-inch thick spaced on `the downstream side of the plate similar to the

SCAVITATION AND VIBRATION STUDIES

I FOR A CYLINDER GATE DESIGNED FOR HIGH HEADS 7 1j

S by -~—.> lames W. Ball, Hydraulic Research Engineer 2— 'z-Bureau of Reclamation ' 'o )-? United States Department of the Interior Denver, Colorado, USA

:1 0-1

A paper to be presented at the Eighth Congress of the International Association for Hydraulic Research, Montreal, Canada, August, 24-29, 1959 CAVITATION AND VIBRATION STUDIES FOR A CYLINDER GATE DESIGNED FOR HIGH HEADS By James W. Ball

This paper discusses hydraulic problems encountered in the design of a 20-foot 4-inch diameter, 12-1/2-inch thick, 9-foot high cylinder gate which will control the flow from the base of a 300-foot deep, 18-foot diameter vertical shaft into a 21-foot diameter pressure tunnel. Hydraulic model studies were made to ascertain the vibration possibilities of the gate cylinder, to investigate the pressure intensities on various parts of the gate, and test changes in design directed toward the elimination of any conditions tending to induce cavitation and vibration. The problems considered and the solutions obtained are explained in detail.

INTRODUCTION

A cylinder gate 20 feet 4 inches in diameter, 12-1/2 inches thick and 9 feet high is located in the Eucumbene-Tumut Tunnel at the base of an 18- foot diameter vertical shaft 270 feet below the riverbed at the confluence of the Tumut and Happy Jacks Rivers. This tunnel system and shaft are a part of the Snowy Mountains Hydro-Electric Scheme in the Snowy Mountains of Southeastern

Australia, near Cooma, about 260 miles southwest of Sydney, Figure 1. The gate which is in an enlarged section or chamber in the tunnel about three-quarters of the distance between the storage reservoir, Lake Eucumbene, and the power reservoir, Tumut Pond, (Figure 2) will control flows into the tunnel for storage in Lake Eucumbene when the combined flow of the Tumut and Happy Jacks Rivers

1 Head, Hydraulic Structures and Equipment Section, Hydraulic United States Department of the Interior Translation No. 1964 Bureau of Reclamation Team No. General Engineering and Research Center Book No. 12,454

XXXXXXXXXXXXXXXXXXXXXXxXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX

VIBRATION STUDIES ON A LARGE PENSTOCK, THE CAUSES - OF EXCITATION, AND THE CONTROL OF THESE VIBRATIONS

Schwingungsuntersuchungen an einer gropen Druckrohrleitung, die Ursachen ihrer Erregung and die Beherrschung dieser Schwingungen

i( J. Klein, F. Strohmer, and D. Enzenhofer

From a technical paper delivered at the`Eighth Symposium of t-Fre- IAHR _(,Late Assoei atian-fnrHydaui ic -Resear~hr}-Tr~~ Leningrad, Septimber 1976

Translated by Jacqueline E. LaSasso Revised by S. H. Safonov, Ph.D.

XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX

ni vi ci nn of MAnanamant Sijnnnrt USBR Translations Summary

Inadmissible vibrations in a large penstock occasioned intensive studies for the investigation of occurring frequencies and amplitudes as well as the oscillatory modes of vibration of the conduit. Possible frequencies of excitation are discussed on the basis of these analyses. A theoretical study of the behavior of the natural oscillation of the conduit, with consideration given to the resonant water mass will be detailed. Feasible and targeted measures for preventing the resonance phenomena will be based on the computed values for the possible characteristic frequencies of the conduit.

1. General

Symbols Used:

3 Amplitude a Pipe radius bf Mass coefficient of fluid d Thickness of outlet edge E Modulus of elasticity F; Slip pan J Frequency, line or mains frequency Frequency of empty _ unmodified pipe J Frequency of modified pipe Frequency of draft (suction) tube pulsations Rotational frequency of turbine-generator An Natural frequency of turbine-generator system G Shear (torsion) modulus, weight of pipe per unit of length 61W Weight of water per unit of length GD2 Moment of .inertia 9 Gravitational acceleration k Thickness of pipe wall _ Modified Bessel function of the first order, first kind of argument i j,•~~;1 Derivation of I,a(%) Sbacing between_ support points ►• Number of half waves in axial direction between two supports Rotational speed, number of peripheral waves Capacity (output) I' Static head Half thickness of pipe wall ' Strouhal's number Bending: relative velocity at the outlet edo_e Factor Specific weight of water y Specific weight of pipe material Mass density of pipe ?' Equivalent mass density Poisson's ratio 71 Peripheral expansion W A—,0 =- f,oniinnry 7 It Translation N&. 872 7

UNITED STATES DEPARTMENT OF THE INTERIOR BUREAU OF RECLAMATION ENGINEERING AND RESEARCH CENTER

3 DESIGN CRITERIA FOR OPERATIONALLY SAFE DAM OUTLETS

(Entwurfskriterien fur schwingungssichere Talsperrenverschl'usse) 3 By

5 Eduard Naudascher 5

Translated from the German: Wasserwirtschaft v. 62, No. 1/2, pp 52-55, February 1972

Joint Publications Research Service

Note: This is a working translation

Engineering Reference Branch Denver, Colorado `t May 1972 ,+ Translated for Bureau of Reclamations by Joint Publications Research Service, May 1972

Entwurfskriterien fur schwingungssichere Talsperrenverschlusse

DESIGN CRITERIA FOR OPERATIONALLY SAFE DAM OUTLETS

Wasserwirtschaft Eduard Naudascher (Hydrology) Vol. 62, 1972 Pages 52-55

For any outlet work of a dam -- be it a spillway gate or a conduit valve or gate -- the guarantee of vibration- free operation is still an unsolved hydraulics problem. Even today, flow-induced vibrations are' leading to structural damage and severe catastrophes. The following paper describes a generally applicable, simple method which permits either an estimation of the ranges of vibration for a given outlet work,or the design of a valve or gate that will be safe from flow-induced vibration.

--~ 1. Introduction

Even today one can state with certainty whether the outlet work

of a dam can be operated free of vibration, only after it has been placed

in operation. Almost all vibration investigations concern completely

specialized installations and therefore cannot be generalized. Often

they are carried out only when the installation is finished and after

BASIC DATA FOR GRAND COULEE PUMPING PLANT Type of pump - fixed vane diffuser Number of pumps - 6 initial (12 uttimate) Number of pumps on I each discharge line Warranted pump discharge in It per sec at rated head 1350 Rated pumping head in ft 310 Range of pumping head in ft 270 to 365 Expansion joint-- Min WS. E1.155700. Length of discharge line in ft 700 to 940 Max:W S. E1.1571.00•. '- Diameter of discharge line in ft 12 Exposed steel Type of discharge conduit Concrete lined tunnel and exposed steel pipe discharge pipe Motor horsepower 65,000 Motor speed rpm 200 Ef. Motor manufacturers General Elechlc Co. Westin house Electric Co. -'sB/rener nng Pelton Water Wheel Go. ,.!E~ , anchor supports Pump manufacturers Byron Jackson Co. Type of control valve None ,a ...... _._.._____362.52 Type of discharge outlet Siphon ------•126.12'-••-• 4 Date unit placed in operation 1951 - 1952

131108

UNIT P-1 - «'49'59" 10

FIG. 1 TYPICAL SECTION THROUGH GRAND COULEE PUMPING PLANT AND DISCHARGE PIPE

?Vibration of the Grand Coulee Pump- Discharge Lines

By! JOHN PARMAKIAN,Y'DENVER, COLO. Yt

This paper describes a program of field tests, analyses, INTRODUCTION and modifications at the Grand Coulee Pumping Plant RAND Coulee Pumping Plant is located on the Columbia which were made to reduce the periodic vibration of the Basin Project and has its intake in the reservoir formed exposed sections of the pump-discharge lines. The source G by the Grand Coulee Dam. The physical characteristics of the discharge-line vibration was traced to pressure os- of this pumping plant and the general arrangement of a typical cillations originating in the pump. The vibration of the pumping unit are shown in Fig. 1, and the exposed sections of the discharge lines subsequently was reduced to acceptable twelve pump-discharge lines are shown in Fig. 2. The six initial limits by a series of modifications of the pumps and dis- pumps for this pumping plant were furnished by the Pelton charge lines. Water Wheel Company and the Byron Jackson Co.' The steel pump-discharge lines were built by the Consolidated I Engineer, Design and Construction, Bureau of Reclamation, U. S. Department of the Interior. Mem. ASME. Western Steel Corporation in accordance with Bureau of Recla- 2 "Development of the Hydraulic Design for the Grand Coulee mation designs. Pumps," by Carl Blom, Trans. ASME, vol. 72, 1950, pp. 53-70. Contributed by the Hydraulic Division and presented at the DISCHARGE-LINE VIBRATION Annual Meeting, New York, N. Y., November 29—December 4, 1953, of THE AMERICAN SOCIETY OF MECHANICAL ENGINEERS. The first unit in this pumping plant was started in May, 1951, NOTE: Statements and opinions advanced in papers are to be when the intake-water surface was at its highest level near 1290-ft understood as individual expressions of their authors and not those _e .L_ a.,,,,.+.r MAnuscriDt received at ASME Headquarters, elevation, and the pumping head was about 270 ft. During this :-:"-I —,.rP vihration of the exDosed sections of the SPECTRAL ANALYSIS

A PROTOTYPE STUDY

H. T. Falvey and D. L. King

Office of Chief Engineer

Bureau of Reclamation

United States Department of the Interior

Denver, Colorado

A paper to be presented at the Annual Hydraulics Division Conference of the American Society of Civil Engineers, UtJIJVL La1111 L.y LV iLLCGab LALC L.LLG jJLCDi7LLLC.1 WILLLVLLL A1~111111.U t1V uN utlia.o a.tvaa by flexure of the wall. f

YESCRTORS--J Gfrequency analyzers/ frequency analysi~s/ accelerometers/ ✓uring trans cers/ hp low jeJE valve hydraulic structures/, pressure me instruments/ Wutle~t works/ Gstilling basins/ t~ydrau~ ics/ calibrations/ instrumentation/ piezo~ters/C3spectrum analysis/ test procedures/ vibrations J IDENTIFIERS--/ spectral analysis/ vibratiotr tests/ accuracy Al

13.11- 1 T ED.Si TES DFPArT`.:EN_T TT_ T; T---,P7,, To 13=17_ F A"

3,,,n0;: l 07.' v I D E:l ml. 10- S T L, L,I D ..T ,712,CK CA' TYO`,:. DA, 7 f -IT

1"0 K. B. KEEKEI-11L v., bir 3. GLOVE,'

C. Vi'. THO-l-'AS, ASEILSTIt-ITT E_:"_G I,". E- E R T. F. J_U~ 10 El. tG I ~E ZlP,

Pe-ver, Color,,. o 260 1

;l Denver, Colorado, July 26, 1939.

IiEi~INA1,1DUI'I TO IS %. K. T. KEENTER R. E. Glover, T . F. I.a:x^.iett, and C. IN . Thomas)

Subject; Report on vibration studies mado at Black Canyon Dam, Boise project, from'.,.!_arch 20, 19-09, through April. 6, 1939.

Raforc=os ; Reference is .male to the followili'g mc,aorarda and letters;

1. Letter to corstr:,ction oia;ineor, Doiso project, !Larch 4, 1939.

2. Memoranda to :ir. R. E. Glover from T. F. Har- mett, dated Ylovemberl4, 1933 and 11rovomber 22, 1938.

3, Ilemorandum to the Chief DesiCnir_g Enginoer from ' r. Glover Colder date of i!iarch 14, 1939.

4. 'Ae::,orandur„ to T. F. Hammett from ',:r. R. E. Glover dated 3,hrch 15, 1939.

1. Litroduct:ion. For sometime there has been a -,-)ro- nounced vibration set up at Black Canyon Darn cce.usod b;- the flutter of the nappe of grater flowing, over -tile spillrt^. r dates when these were,r held at certair_ positio~_s ;;itli respect 'i'Xi the 1^ice el,^,- nation: ?';hi le this vibration has caused no noticeable effect on the dam structure, it has caused tho doors r.nd orihidocrs of -t-he power plant and some nearb,, buildings to shake.

It was the purpose o" this trip to ~31,:c1r Can-yon Damto make as complete an irvestiF..ation as poscible of these vibrations, as to frequency, amplitude, the possible; ini'luo ce on the dam structure, and if possible to determine. t:-.c cause nnc' to find so,nc means of preventing the flutter of the nappe.

It is ccmr.,onl * kno::~ that althou h the am^litude of an inducing sinusoidal force on a structure may be s*.ial.l, if the fre- . quency of this force has a value close to the natural frequency of e the structure, a condition of resonance may be obtained .~r ':ich ,-ay cause high dynamic stresses. R 202-506 Arthur, H C and Jabara, Melvin A PROBLEMS INVOLVED IN OPERATION AND MAINTENANCE OF SPILLWAYS AND OUTLETS AT BUREAU OF RECLAMATION DAMS. Paper, Trans, 9th Intl Cong on Large Dams, Istanbul, Turkey, Vol 2, Ques 33, R 5, PP 73-93, Sept 1967. Bureau of Reclamation, Denver, Colo, 21 p, 4 rig DESCRIPTORS-- *spillways/ *outlet works/ *erosion/ cavitation/ maintenance/ damages/ riprap/ gravels/ diversion tunnels/ turbulence/ hydraulic Sumps/ hollow ,Jet valves/ *stilling basins/ energy dissipation/ hydraulic models/ resonance/ vibrations/ design criteria/ operation and maintenance/ *scour/ hydraulic structures/ dentated sills/ dams IDENTIFIRaS-- concrete linings/ Bureau of Reclamation/ design improvements/ dynamic loads

U.S. DEPARTMENT OF THE INTERIOR - RUREAU OF RECLAMATION CURRENT AWARENESS PROGRAM - SELECTIVE DISSEMINATION OF INFORMATION To: Region: -Location:

Note: This card can be riled for easy retrieval. Document requested See Instructions on reverse side. i l l l l l i l l R 202 506 SPILLWAY AND OUTLET DAMAGES Specific examples of erosion and structural damage sustained by spillways and outlets at Bureau of Reclamation dams are reported. At 2 large dams, concrete-lined spillway tunnels used for river diversion during construction suffered extensive erosion from river gravel and construction debris churned in the turbulent hydraulic ,jump. Rock debris fallen or thrown into a spillway hydraulic jump stilling basin caused extensive erosion of the floor, walls, and dentates. An example is cited of serious cavitation damage to concrete surfaces in hydraulic ,Jump outlet stilling basins caused by improperly installed outlet gates and poor workmanship. At 3 projects, erosion and structural problems were encountered with high-efficiency hollow-,jet valve stilling basins. Channel riprap was dislodged and con- veyed by reverse roller action into the basin, devastating the basin floor and walls. The intense turbulence in hollow-,jet valve basins imposes high dynamic forces on divider walls, producing high bending moments and vibrations approaching a resonance condition. The knowledge gained from these experiences has led to changes in design and construction procedures for stilling basins. Techniques for corrective and preventive maintenance are discussed. United States Department of the Interior Translation No. 1928 Bureau of Reclamation Team No. General Engineering and Research Center Book No. 12,524

XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX

2 MODEL INVESTIGATION ON VIBRATION OF THE DEEP- WATER GATE IN TOUTUN RIVER RESERVOIR IN XINGJIANG3

Xingjiang toutunhe shuiku shenshuihumen zhendongshiyan yanjiubaogao

2 Yan Shiwu-2_ (Nanjing RydrauZic Research Institute) Nanjing Shuilikexue Yanjiushuo Shuilidianlibu Jiaotongbu 1983

Translated from the Chinese: Research Reports, Nanjing Hydraulic Research Institute, Ministry of Water Conservancy and Electric Power, Ministry of Communication, 1983

Translated by Dr. David Hsu, Foreign Resources Associates

XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX

Division of Foreign Activities USBR Translations Code D-2000 Denver, Colorado December 1984 Translation No. Team No. General Book No. 12,524

MODEL INVESTIGATION ON VIBRATION OF THE DEEP- WATER GATE IN TOUTUN RIVER RESERVOIR IN XINGJIANG

Yan Shiwu

ABSTRACT

This report describes an investigation on the working state of the tainter gate installed in the free-flow tunnel of the Toutun River Reservoir in Xingjiang. Reported here are results on the hydrodynamic pressure, free vibration characteristics of the gate system and the vibration under the action of hydrodynamic forces. The report first gives the distribution curve of the time-averaged pressure and an empirical formula for the time-averaged total load:

P(a,H)=K(a) • CH-h(a)] (2-7)

The energy spectral curves of the pressure fluctuation is then analyzed using the law of random functions. A preliminary analysis of the pulsating sources and the standard deviation of the pressure fluctuation, as well as the empirical formula for the flow conditions are then given. The following equations are given for calculating the mean pressure fluctuation and the fluctuating energy spectrum of the total load:

S.(W)= 1 2S=k;(W) (3-15) n 2k 1

S,(W) = E E S.k3(W) (3-16) nZ k 1

The report then proceeds to give a simple calculation diagram and the equation of motion for the principal vibration-prone components of the gate system and their free vibration frequencies. Finally, the vibrations of the hanger rod of the lifter and support arms are calculated theoretically on the basis of the possible vibration modes of the gate system and the energy spectrum of the hydrodynamic force. The working condition of the gate system is related to the rod characteristics and the energy spectrum of the hydrodynamic forces. For the condition studied here, both the hanger rod and support arm operate in the stable domain. The energy spectrum of their vibrating displacement and the bending and shear stresses are also calculated. Based on the results of the analysis, the gate system is considered dynamically stable under flow excitation.

41 j F 201 526 (Bata, Geza and Muskatirovic, Jelisaveta WAVES IN OU11= TUNY S CF ^_--- DUB_^-,CVTZK EYDZO=C=.IC PO:,7'?~ STATION Trans, Jaroslav Cerni Inst fcr Dvlpmt of 'deter Resres, Vol 12, No 33, po 57-63, 1965. Trans1 from Serbo-Croat, 'P" C- -50401.2, 7 0, F fig D_3CnI`"_'CnS-- *tunnel hydraulics/ *tailrace/ *tunnel design/ hydraulic rbines/ fcreign design practices/ water hammer/rs calculations/ around ter/I mathematical analysis/ water waves/ surges hydroelectric power/ 4*vibrations/ hydraulic laboratories/ energy losses/ discharges/ velocity/ hydraulic structures/ hydraulics/ outlets Fronde number tunnels IDENTIFIFRS-- free surface/ Dubrovnik Pwrplt, Yugo, *outlet tunnels [Yugoslavia/ propagation

U.S. DEPARTMENT OF THE INTERIOR - BUREAU OF RECLAMATION CURRENT AWARENESS PROGRAM - SELECTIVE DISSEMINATION OF INFORMATION

Note: This card can be filed for easy retrieval. Document requested See Instructions on reverse side. ~ R 201 526 OUTLET MMM WAVES AT DUBROVNIK HYDRO

Changes in turbine load cause positive or negative waves to develop in tailrace tunnels with free surface flow. Undesirable vibrations will be set up in the outlet tunnel if waves reach such a magnitude as to touch the tunnel arch. Consideration of all secondary waves is also important in some cases causing a 100%i increase in the basic wave. Outlet tunnels should be designed so that these secondary waves will not cause wave crests to touch the tunnel arch. Hydroelectric powerplant operation indicates that the most unfavorable wave conditions occur during loading change from 50 to 100%. Other factors necessary for consideration during tunnel design are entrance of any groundwater flow to the tunnel and entrance of sea waves if the outlet tunnel discharges into an ocean, as in the case of the powerplant under study. This paper discusses the problems of nonstationary waves in the outlet tunnels of Dubrovnik Hydroelectric Powerplant. Two methods of calculation were applied in this analysis. First, the characteristic method is discussed, and considered to be the most precise for calculation of nonstationary movement. The second is the direct method, very useful in checking results obtained by the first method. Detailed calculations by both methods are given and results compared. MODAL ANALYSIS OF 1372-MM-DIAMETER

SLEEVE VALVE AT SUGAR PINE DAM

ROBERT V. TODD, P.E. BRENT W. MEFFORD, P.E. Mechanical Engineer Hydraulic Engineer Division of Electrical, Mechanical Division of Research and and Plant Design Laboratory Services Bureau of Reclamation Bureau of Reclamation Denver, Colorado Denver, Colorado U.S.A. U.S.A.

ABSTRACT 1066mm x 1066mm The energy dissipating 1372-mm-diameter sleeve High pressure gate Control structure valve in the outlet works at Sugar Pine Dam, California, had experienced structural vibration since its initial operation in 1981. The valve Downstream face stem and sleeve rotated excessively, requiring a of dam modification•in 1983 to prevent the rotation. The structure continued to vibrate above the 40 percent valve opening, with maximum lateral movement at the top hoist guide of 25 mm. A field test was performed to determine the external modal response of the valve and to evaluate its structural integrity over the full operating range. A theoretical analysis was also performed using the finite element method to determine both the internal and Stilling well external structural responses of the valve. The theoretical analysis indicated that over a limited 1372-mm-dia. sleeve valve range of operation, 60 to 70 percent valve opening, the internal and external structures of the valve had two common frequencies. This was the range over which the - test data indicated maximum FIGURE 1. Sleeve Valve Installation structural response.

Good correlation was obtained between the theore- The installation discussed in this paper is at tical and-test data of the modal response of the Sugar Pine Dam, located near Foresthill, valve. It wad determined that the vibration was California. The general arrangement of the sleeve not detrimental to the structural integrity of the valve installation is shown in FIGURE 1. The valve. valve has a 90 degree vertical bend which bolts to the downstream flange of the inlet pipe and to the NOMENCLATURE top of a stainless steel body that contains round and slotted ports. A sleeve, which moves inside FFT Fast Fourier Transform the lower body regulates the flow. The sleeve is fn natural frequency attached to a stem, which passes through the body g acceleration due to gravity of the valve in the vertical bend, and is con- Re Reynolds number trolled by a hydraulic cylinder located above the I.D. Internal Diameter bend. The water passing through the 1372-mm- O.D. Outside Diameter diameter sleeve valve is used for municipal and industrial purposes. INTRODUCTION When the valve was first operated in 1981 at open- A sleeve valve is a mechanical device used to reg- ings of 50 percent and greater, the valve stem and ulate fluid flows and to dissipate flow energy. sleeve rotated in an erratic manner and the valve It is operated under submerged conditions, situ- structure above the vertical bend vibrated. ated in a stilling well or tank. The overflow Because of the potential for excessive wear in the weir outlet at the top of the well or from the stem guide plate and hydraulic cylinder "0" rings tank discharges the fluid, with minimum surface under these operating conditions, guides were waves, into a pipe, chute, or canal. Research on installed in the valve body in 1983 to prevent the the hydraulic characteristics and design parame- stem and sleeve rotation. After the modification, ANALYSiS 0= GRAND COULEE

PUMPING PLAN. DISCHARGE PIPE VIBRATIONS

ROBERT V. TODD Mechanical Engineer, Division of Desion, Bureau of Reclamation, Denver, Coloradc, U.S.A.

A8SirA:T A subscript st refers to stiffener pro-perties.

Since installation in the early 1950's, the upper INTRODUCTION exposed sections of the six discnarae pipes at Grand Coulee Pumpinc Plant have vibrated due to The Grand Coulee Pumping Plant, constructed in the pur..p excitation. The original desion of the 1950's, is located on the Columbia Basin Project in 3.66-meter-inside-diameter pipes connecting the the State of Vashincton. hater is taken from. purnpinc plant to Banks Lake had interrediate Franklin D. Roosevelt Reservoir and pumced up to supports at approximately 16.5-meter centers. Banks Lake. Initially, six pumps were installed; a Excessive vibration took place when the pur„:s were section through a typical pumpinc unit is shown in operated. Intermediate stiffeners of "Y." construc- Figure 1. The upper expose sec:ions of the tion were added which effectively reduced the -meter-inside-diameter dischare= pipes had vibration to a low level. intermediate stiffening rings a:taci,ec to anchor supports at a:proximately 16.8-r,;:e^ centers. Over the years of operation, numerous cracks have Excessive vibratior of the pipes occurred when. the occurred at the stiffener attacnrents. it 198'_, on pur..os were operated, Parmakian (1;, intermediate one section of pipe, the "H" stiffeners were stiffeners of 'H" construction were ?coed wnich replaced with plate stiffeners. Vithin a short reduced the vibration to an acceptable level. period of time, a 303-r longitudinal crack formed in the pipe at one of the stiffeners. To deter,ine Over the years of operation, numerous fatigue the stress levels, a finite element analysis was cracks have occurred a: the intermediate stiff- perfor;aed. A sa_nple section of pipe was initially eners. Cracks originated a: the fillet welds and modeled and the results compare: with those pre- grew in the direction of the pipe's longitudinal dicted by the cricinal -analysis. The effect cf axis. Sorne cracks crew below the "X" stiffener intermediate stif`eners, not represented in the making crack detection and repair wor-k ,very time earlier analysis, was found to significantly affect consuming, in 1981, the "X' stiffeners were ,_the frequencies. A ccmolete upper span of pipe was replaced with 25- by 203-,,:., plate stiffeners on modeled and the frequencies and mode snapes were line P-1 to ease maintenance. Unfortunately, compared with field test data. tic.5 K` NOM N:LATURE Ma-. W.S. elasticity E = N,odulus of EL4V.2m E. <7E•E m fn = Natural frequency of pipe Ezposed section fst = Natural frequency of stiffener 1 of pipe h = Tnickness of pipe shell i Hz = Cycles per second, hertz u at. 'r.S. In (71) = ir,odified Sessel function of n degree In The derivative of In(-q) EL 393.2 m k = Radius of gyration EL 366.7m C", = Longitudinal mode num.ber defining nurser of circumferential C n = Integer A, waves R Radius of middle surface of pipe shell _J I uxt' F-1 E = Factor to represent virtual mass of fluid _ A pars-.eter defining the longitudinal 2L R wavelength such that S16 m i UNITED STATES DEPARTMENT OF THE INTERIOR BUREAU OF RECLAMATION

HIGH HEAD GATE SEAL STUDIES

Report No. HYD-582

HYDRAULICS BRANCH DIVISION OF RESEARCH

OFFICE OF CHIEF ENGINEER DENVER,COLORADO

MARCH 1968 ABSTRACT

Studies were made to develop rubber seals suitable for use on wheel- and roller-mounted gates operating under high heads. During the closing cycle under unbalanced pressure conditions, the seal bulb tends to be pinched between the seal clamp and seal seat. Six factors affecting this pinching were varied in an attempt to find the optimum seal assembly. Eleven double-stem seal designs, utilizing different combinations of fluorocarbon and brass cladding and rubber compositions, were tested at heads up to 600 ft (182.88 m). The tests were conducted in a special test rig which accommodated full-size seal specimens, 12-1/8 in. (30.798 cm) long. The tests included measuring the seal bulb extension, and photographing and observing the general behavior of the seal under load during opening and closing cycles of the gate. DESCRIPTORS- -'g'gat~e seals/ -4ate~ roller gates/`'/igh pressure gates/ ✓test fa~ci~lities/:test specimens/ test procedures/'-hydraulic gates and valves/ me~anical e~ineering/ r~ er/~ixed wheel gates/ leakage/ water Rressures/ friction/ compression/ flexibility/ ✓vibrations/reformation/ ✓loads / IDENTIFIERS_ emergency closures

e R 200 906 Price, James T EXPERIENCE OF TVA WITH FLOW-INDUCED VIBRATIONS IN HYDRAULIC STRUCTURES Paper for ASCE Ann Mtg and Struc Engg Conf, New York City, Oct 1964. TVA, 17 p, 9 fig, 2 photo DESCRIPTORS-- *vibrations/ *hydraulic structures/ *hydraulic turbines air ducts turbines turbine parts// *shafts/machinery// cavitation/ *hydraulic machinery/ draft tubes locks vortices intake gates slide gates thermal powerplants/ radial gates vslves/ hydraulic models lock gates hydraulics *hydraulic gates and valves model tests hydroelectric powerplants/ walls IDENTIFIERS-- navigation lock walls navigation lock valves leaf gates *turbine shafts filamental cavitation/ pressure spectrum analyses valve vibration/ vibration spectrum analyses

U.S. DEPARTMENT OF THE INTERIOR - BUREAU OF RECLAMATION CURRENT AWARENESS PROGRAM - SELECTIVE DISSEMINATION OF INFORMATION To: Region: Location:

Note: This card can be filed for easy retrieval. Document requested See Instructions on reverse side.

REMOVE END STUB FIRST; FOLD ON PERFORATIONS & DISCARD THIS 1/4-INCH STRIP I I I I I I I I I I I I I I I I I I I I I t I i l l l l R 200 906 FLOW-INDUCED VIBRATIONS IN HYDRAULIC STRUCTURES

Remedial action effected by the TVA to alleviate vibrations in hydraulic structures is summarized. Lock wall vibrations, which were probably caused by filament&I cavitation generated in the high shear zone immediately downstream from partially opened lock valves, were corrected by admission of air to the lock culvert in the region of low-pressure production. Lock valve vibrations were caused by the random escape of air from the sealed bulkhead recess to the low-pressure region downstream from the partially opened valve. Exclusion of air by sealing the bulkhead recesses at culvert roof level eliminated this vibration. Turbine shaft vibrations at partly opened gate were caused by a draft-tube vortex. The most likely remedy for this is lessening of the vortex action by air admission through the runner hub. Vibrations of turbine intake gate leaves caused by over- and underflow should be expected. The solution lies with design of the leaf lip shapes which will minimize forces involved and thus prevent the gate lower- ing cables from going slack and possibly fouling. Vibrations which occur in steamplant air and gas ducts are due largely to the tremendous sizes of air-moving equipment required for the modern steamplant. The vibration- producing potential of this equipment is enhanced by adverse duct geometry required to connect the components necessary and by the decrease in relative stiffness of ducts as they are made larger. EXPERIENCES OF THE BUREAU OF RECLAMATION WITH FLOW-IND'JCE:) VIBRATIONS IN HYDRAULIC 3TRUCTURES•

W. P. Simmons, M. ASCE;'

ABSTRACT

This paper reviews instances where vibrations induced by fluid flow r;henomera have occurred in Bureau of Reclamation Structures. Vibrations severe enough to interfere with operation and cause structural damage have occurred in several radial gate installations in canal check structures. Vibration was caused by control shifting from the flexible bottom seals to the backing plates, and back again. It was eliminated by redesigning the seals to oro_ duce a positive soring point, and by venting the bottom beam of the gates.

In Parker Dam Powerolant, serious turbine runner blade vibration was induced by vortex trails in the flow behind the blades. Taoering the trailing edges of the blades changed the frequency of vortex shedding and eliminated the resonant condition. At Grand Coulee Pumoing Plant, vibration in the steel portions of the discharge lines was greatly reduced by modifying the pumps to reduce the magnitude of periodic impulses, and by stiffening the pipeline to avoid resonance and suooress circumferential and radial movements. Severe, low frequency vibration or rhythmic surging in the

Coachella nioeline distribution system was reduced to levels permitting normal operation by changing the natural periods of sections of the system to avoid resonance, reducing the number of sections, and providing a snubbing action. Fluttering in over£alling naopes, such as at Black Canyon Dam, was eliminated by solitting the jets so that full aeration occurs under the none.

"Prepared as Dart of a three-oaper symoosium on flow induced vibrations presented at the ASCE Structural Engineering Conference in New York City, October 1964.

"Hydraulic Engineer, Division of Research, Bureau of Reclamation, Denver, Colorado. 3u

R 201 472 Petrikat, K INITIATION AND PREVENTION OF VIBRATION IN HYDRAULIC GATES Die Wasserwirtschaft, Vol 54, No 8, pp 213-225, 1954- Stuttgart Inst of Tech, W Ger, Tranl from Ger, USER No 47;•1965, 41 p, 37 fig, l,,tAb, 44 ref DESCRIPTORS-- *hydraulic gates and valves/ roller gates/ *vib4tions/ vortices/ radial gates/ slide gates/ *gates hydraulics/ mathematical analysis/ *hydraulic models/ Reynolds numi=ier; friction/ foreign design practices/ low frequency/ ventilation/ oscillation/ sluice gates/ jets/ water hammer/ model tests/ hydrodynamics/ corrections/ boundary layer/ fluid flow/ reviews/ damages/ mechanical engineering/ bibliographies IDENTIFIERS-- German Fed Rep/ hydraulic design/ vibration control/ flap gates

U.S. DEPARTMENT OF THE INTERIOR • DDREAU OF RECLAMATION 2 CURRENT AWARENESS PROGRAM • SELECTIVE DISSEMINATION OF INFORMATION To: Region: Location:

Note: This card can be filed for easy retrieval. Document requested See Instructions on reverse side. -1-TT-I-T-f-1 I -I T_ 1-I I I I 1 I I I I I 1 7- 11 I 1 R 201 472 VIBRATION IN HYDRAULIC GATES

x As the size of hydraulic gates has increased, new designs of roller, *" vertical-lift, and flap gates have developed vibrations during operation r ,- which were not expected from original design calculations. Originally, the maximum loading determining gate design was based on the highest ups rea_n water level without regard to the downstream level. In the early 1900's Nr .~ hydrodynamic stresses producing a change of external forces due to flow through a gate were neglected in design, but in later years were determined from experimental models. In the 1930's, mathematical investigation of vibration was started and complemented by model experimentation; however, i~ the hydraulic engineer derived little help from these investigations in r a6 ~` ..r •1~ designing new vibration-proof hydraulichydra gates. Accidents, matey unreported, have resulted from vibrations in hydraulic gates. The recent damage at Ehakra Dam resulting in destruction of the gate chamber is probably best x known. The author has attempted to group causes of vibration with corres- ponding preventive measures from more than 60 yrs experience into one £ report. Gives 44 references.

64 00*4 I se

- c 3 / UNITED STATES DEPARTMENT OF THE INTERIOR BUREAU OF RECLAMATION

HYDRAULIC STUDIES OF A SUDDEN ENLARGEMENT

ENERGY DISSIPATOR USED DOWNSTREAM

FROM A GATE VALVE

Report No. Hyd-535

Hydraulics Branch DIVISION OF RESEARCH

OFFICE OF CHIEF ENGINEER DENVER, COLORADO

August 18, 1964 ABSTRACT

Limited studies were made under high heads to determine the effectiveness of a sudden enlargement type energy dissipator used downstream from an 8-inch gate valve. The enlarged section, which started at the downstream flange of the valve, was 16 inches in diameter (2. 0 D1) and 80 inches long (5. 0 D2). The valve throttled at heads up to 600 feet. Discharges of 1. 0, 3. 0, and 5. 0 cfs were tested. A back pressure, or downstream depth of water, of only 1. 0 foot above the centerline of the 16-inch pipe was sufficient to maintain the enlarged pipe full and obtain satisfactory energy dissipation at all conditions tested. The water surface in the open tank just downstream from the enlargement was rough when the depth above the pipe centerline was small, but became much smoother at depths of 5 and 6 feet. Cavitation ranged from moder- ate to severe within the enlarged pipe. No erosion studies were made. Admission of air at the extreme upstream end of the enlargement greatly reduced cavitation noise and vibration. The air mixed thoroughly with the water and rose in the pool without causing disturbances in the pool. At 5. 0 cfs an air vent located at the top was found more effective than either side or bottom vents.

DESCRIPTORS-- hydraulics/ *cavitation/ -*energy dissipation/ "sudden enlargements/ vents/ vibration/ gate valves/ model tests/ hydraulic gates and valves/ tunnel hydraulics/ pipelines/ hydraulic models/ hydrostatic pressures/ energy losses/ high pressures/ water pressures/ air demand/ noise/ noise control

IDENTIFIERS-- air admission/ back pressures/ cavitation control s -- +..-,u c:. ~.-_ -' ~ — -_~:~='. +elr.6:itai!_Y~....__.-- - .e.. ~.. :ra "a"` _*"-'. ~•.~ _. ~i~.v- ~`:~~[SyLx::.:irYsid~4~:.' x's::..~'_w,. Bo a i86 P ,

2 VIBRATION PROBLEMS IN HYDRAULIC STRUCTURES J

Miscellaneous Paper No. 2-414

y December 1960

!rl

1/ U. S. Army Engineer Waterways Experiment Station .~ CORPS OF ENGINEERS Vicksburg, Mississippi

ARMY•MRC VICK KIRG. MISS. . .. . ~... _.. -_ .. X441- ♦ .... .t .•_

Summery

This paper is concerned principally with tha vibration of control --.too end regulatin;, valves cc=only used in hydraulic structures, such as The principal findings of twelve years of vibration investigations vy the Army En.7ineers civil works activities are reported. The classical theory of vibration is reviewed to select those per- ticns applicable to the subject. Evidence of Coulomb damping is de^_on- str_:.ed, and the resul-'s of field tests are analyzed to deterrfine the con- _;t:_nt friction force. Both laboratory and field tests are reported. E mhasis is placed on exciting forces expected to be found in hydraulic structures. i?la Von Karman vortex trail, self-excitation involving r:flecting pressure waves, and other hydraulic pulsating phenomena are ~iix aced. Certain practical conclusions are drawn.

Preceding page dank vii ~ 1c

1 References

Den Harto„ J. P., 'Forced vibrations with combined Coulcnb _~rd viscous friction. Tr~_ns•:_ctions, neric-n Society of Yecr_nic_.l En7i- neers, F~per t P1. 53-,', presented at Nuticnal i.1.1)1. Meci.. ,.ieetin„ Puidue University, June 1131. , Mech nical Vibrations. 4th ed., McGrE.w-}sill Book C-,.; Inc., P:eir Yor,, 1956. Freberg, C. R., and Kemler, E. N., Elements of Mec'nanic~.l Vibrations. 2d ed., John Wiley and :ions, Inc., New fork, 1; 4; . Glover, R. E., Thomas, C. .•l., a"nd H:•-,mett, T. F., T:eaort on Vibration Studies :ode -Lt Black Cmvcn L:m. U. S. Burez.v. of Reclamation Hydraulic Rerert NO. 58, Denver, Colo., 24 July 1;39. Goldstein, S., Editor, t`"cde_n Develanr.ents in Fluid- Dyns.mics. 1st ed., Oxford, Clarendon T ess, 1338. (See Vol II, p 571.; Jacobsen, L. S., and :'.yre, R. S., En;i:ee:ir.- Vibr~_ticns 1st ed., YcGraw-Hill Bco k Co. , Ir_c . , h'cr 'Yuri., l;;b . L. jr_ n-=, J. L., ' Recherches sut 1? NzAure et 1:.. Prc?,.gat•icn_ du Son." (i•tiscellane:. T&rxinensi_, t. 1, 1750, vol 1, Ceu,-Tes ds La?rtmn ,e, P;:,_-J s; UF67), n 39. Leo, Br1:r_o, SelfE:ceitec _ crw_ti o.is e ire"_ flow Z'ei s : 3elbstSeste- nerte S•:!)-wenz4T;--en _~n Ll;er J-11ru.:..te"i 1:ehren; . U. S. :.rry Engineer Waterways E::_erii;:erit Stz.tion Tr.:nslation NL 55-6, Vicksburg, Miss., June 1555- Milne, U. L., I--r'oed Vibr:.ticns. University of Cre`on_ publication, Vol 2, N.O. 2; 1 2-:) . T::ble of D:•r_ ed Vibre.tion_s. University of Cregon, MLAhem tical Series, vol 1, No. 1, I•!arch Voon n, N. G., -rd Strange, W. L:7~Grt c Tests ca Cce ficients of Friction. Tom. ~-u reau cf FeclaML.tiOn Tec'i.nc _.1 !,ecrcnei::n -m FO. ''q2, 30 J-nu:-r y 133; . , Tests an Rnile'_s. U. S. bureau of Recl-:3r3tien Tec nic_~l Me morand- ur Sep: -rote IKo. 26, 26 Se-)tember 1;35. R`ylei-:z, J. W. S., The T::eon, c' Scun8. ('st ed., 1877). 1st .merie_-n ed., New Yor.. end rove:-, 1;=:5. Ritz, -F-Itner, Gese.:melte Paris, 1911. Tii,_osheDi:c, 3., :-nd Yci;n„ D. H., Vib_;:ticn Fi-cbler..s in En ~ireer•ir-. 3d ed., Vur_ Picstr_nd Co., Inc., Ile:: :fork, 1:55. U. z--Lv Lr___neer V_-AeT^lays E;-.eriment St:.ti.on, CE, Vib_ :tic-. _ nd C -Ales, Fc_"t :~E-'Pcy-t 2-43157 "ir_.ob2l_ June _ 22265

17. . 5. E.t-I..y r. n._ n er ~._Ueri~~ys E .).arimer.L -tation, , ld . iy er mr- Si11 Ccnt_ol "-I-r..ctu=e, hydr-.vlic '•:od!l- investi ration, Re-.:ort 1, kel ces cn VE? ti iC= 1- mil. rL _ ces . -ec.inic,;.l Report. -0-447, VickSou--__, bliss., Decea:oe: is. , SrAllw;;y -2nd Cutlet.'irks, rc_t Missouri River, Scut;, D '--:ta.; Technical 3e-_,)ort 2-52$, Vicks ur-; Riiss., Octoue:- 1;5 .

fe CORPS OF ENGINEERS, U. S. ARMY

MISSISSIPPI RIVER COMMISSION

SLIDE GATE TESTS, NORFORK DAM/

NORTH FORK RIVER, ARKANSAS:

n PRELIMINARY REPORT 3 3

101 101 10100 0010

{/ Y // TECHNICAL FVIEMORANDUM [Y'/ 2-280

,v,•~' WATERWAYS EXPERIMENT STATION Z

VICKSBURG, MISSISSIPPI

MRC-WES 200 SUMMARY

Results of full-scale tests of two types of slide gates under high heads at Norfork Dam, Arkansas, indicated that the performance of a gate with a 45-degree upstream bevel at the lower edge (type B) was superior to that of the Norfork-type gate (type A) which had a flat bottom with a slight slope to fit the sealing surface. High negative pressures on the gate bottom, considerable gate vibration, and crackling sounds characteristic of cavitation were noted for most gate openings of the Norfork gate. By contrast, high positive pressures occurred over the sloping bottom of the 45-degree gate, resulting in elimination of cavitation sounds and in a marked reduction in gate vibration. The high positive pressures also resulted in less air demand at partial gate opening. Unc I assi fi Pd SECURITY CLASSIFICATION OF THIS PAGE (When Date Entered) READ INSTRUCTIONS REPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM 1. REPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER Technical,Report H-76-17 , 4. TITLE (end Subtitle) 5. TYPE OF REPOJ T & PERIOD COVERED .SLUICE PRESSURES, GATE VIBRATIONS, AND STILLING Final report~ BASIN WALL PRESSURES, LIBBY DAM, KOOTENAI RIVER, =' MONTANA ------__ - — --- - T. PERFORMING ORG. REPORT NUMBER

?.--AUTHOR(.) 8. CONTRACT OR GRANT NUMBER(&) h E. Dale Hart Allen R. Tool ,

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK AREA & WORK UNIT NUMBERS U. S.'Army Engineer Waterways Experiment Station_ Hydraulics Laboratory - P. 0. Box 631, Vicksburg, Mississippi 39180 11. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE a U. S. Army Engineer District, Seattle October 1976 44' P. 0. BOX C-3755 13• NUMBER OF PAGES Seattle, Washington 98124 59 14. MONITORING AGENCY NAME & ADDRESS(If different from Controlling Office) 15. SECURITY CLASS. (of this report)

Unclassified

15a. DECLASSIFICATION/DOWNGRADING SCHEDULE

16. DISTRIBUTION STATEMENT (of this Report) Approved for public release; distribution unlimited.

17. DISTRIBUTION STATEMENT (of the abstract entered In Block 20, if different from Report) N

I8. SUPPLEMENTARY NOTES

19. KEY WORDS (Continue on reverse side if necessary and Identify by block number) Cavitation Sluice gates Gate vibration Sluices (Hydraulic engineering) Libby Dam Stilling basins Pressure measurement

20. ABSTRACT (Continue on reverse side It necessary and Identify by block number) Two of the three Libby Dam sluices suffered cavitation damage after a short period of operation. During this period of operation, extreme noise was heard and structural movement suspected. Prototype studies were conducted to monitor the sluice pressure fluctuation amplitudes and frequencies as well as sluice gate and structural vibrations. In addition, stilling basin wall pressures were measured during spillway releases. 20. ABSTRACT (Continued).

The sluice pressure measurements indicated that negative pressure fluctuations occurred at all points of measurement along the invert (at all gate openings) and that vapor pressure was approached or occurred at three of these locations during certain gate openings. Structural vibrations were generally insignificant whereas the sluice gate was subjected to significant vibrations in all three directions. The mean pressures measured on the stilling basin wall were lower in the upstream, lower portion of the wall and vapor pressure was approached in the upstream lower corner.

Unclassified

SECURITY CLASSIFICATION OF THIS PAGE(Wha Dete Entered) Unclassified SECURITY CLASSIFICATION OF THIS PAGE (When Date Entered) BEREAD INSTRUCTIONS REPORT DOCUMENTATION PAGE FORE COMPLETING FORM 1. REPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER Technical &port H-77-6 4. TITLE (and Subtitle) S. TYPE OF REPORT Q PERIOD COVERED

SPILLWAY VIBRATION, PRESSURE, AND VELOCITY MEASURE Final report MENTS, OZARK LOCK AND DAM, ARKANSAS RIVER, ARKANSASE 6. PERFORMING ORG. REPORT NUMBER

7. AUTHOR(&) S. CONTRACT OR GRANT NUMBER(.) Clifford A. Pugh

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK AREA R WORK UNIT NUMBERS U. S.4Army Engineer Waterways Experiment Station Hydraulics Laboratory P. 0. Box 631, Vicksburg, Miss. 39180 11. CONTROLLING OFFICE NAME AND ADDRESS J 2. REPORT DATE April U. S. Army Engineer District, Little Rock 1977 13. NUMBER OF PAGES Little Rock, Arkansas 51 14. MONITORING AGENCY NAME R ADDRESS(if different from Controlling Office) 15. SECURITY CLASS. (of this report) Unclassified

15a. DECLASSIFICATION/DOWNGRADING SCHEDULE

16. DISTRIBUTION STATEMENT (of this Report)

Approved for public release; distribution unlimited.

17. DISTRIBUTION STATEMENT (of the abstract entered In Block 20, if different from Report)

18. SUPPLEMENTARY NOTES

19. KEYWORDS (Continue on reverse aids if necessary and identify by block number) Arkansas River Spillway gates Gate vibration Spillway vibration Overflow spillways Velocity measurement Ozark Lock and Dam Vibrations

2(L ABSTRACT (Caudbus _ "versa sib it rtecaaaar), and identify by block number) Tests were conducted in bay 8 of the low-overflow spillway at Ozark Dam, Arkansas River, Arkansas, in September 1974 to study vibrations and pressure fluctuations as related to flow through the spillway. Pressures were measured on the spillway sill to determine whether fluctuations are correlated with structural vibrations. Velocity distributions were measured to study boundary layer development and to determine an equivalent roughness for the spillway surface. Gate vibrations were measured to attempt to confirm model results. r 20. ABSTRACT (Continued)

Pressure fluctuations on the low overflow spillway did not exhibit a root-mean- square (RMS) value large enough to be considered as a source of excitation of spillway vibration. The structure appeared to be vibrating at a natural frequency of 2.7 cps. Structural vibration amplitude was relatively small. Gate vibrations appeared to be independent of opening. The equivalent sand grain roughness K determined for the Ozark spillway (0.0061 ft) supplements previo data. Theoretical boundary layer thicknesses agree with the measured velocity profiles. o - 7m

geu;)

y~ ay

TECHNICAL REPORT H-71-5

SPILLWAY GATE VIBRATIONS ON ARKANSAS RIVER DAMS, ARKANSAS AND OKLAHOMA

Hydraulic Model Investigation

G. A. Pickering

t ~~ oiao oaioi

f~ ~ ,f~~k~`~~, : t,,{{" }~ ~, '~rW « S~j'+e a' -,.yq : "t rk ,.~iT..r 1~1 n'h l` YY~ E •ir t ~e..~"yr t;i ., 'y , r r ~`~.,„ # ~• +. e wa ,RFC. b ~ ~a,. s a' t ?,.l it ~ {° r w -,~ ~- t ~x , .,

F.r ,

s ~ ~ ILA - - ,,- ..L .1111"I log

June 1971

sponsored by U. S. Army Engineer Districts, Little Rock and Tulsa

rnnri,ir~-,i by I I C :Arms C,--ar Station. V;rksbura. Mississiooi SUMMARY

The Arkansas River navigation project has 17 individual lock and dam projects. Vibration of the tainter gates has been reported at several of these dams, the major causes of the gate vibrations being the gate lip and bottom seal designs. A 1:12-scale model that reproduced one 60-ft-wide gate bay and the adjacent half bays was used to investigate the gate vibrations. The central gate reproduced the prototype with respect to size, shape, and weight, whereas the adjacent gates were only schematic. Prototype water-surface elevations and flow conditions were accurately reproduced in the model. The vibrations of the prototype gates that were attributable to the gate lip geometry were reproduced in the model for similar flow conditions. Revisions in the shape of the gate lip were made that successfully eliminated the vibrations. The vibrations of the prototype gates that were attributable to the fluttering of the rubber seal were not exactly reproduced in the model for similar flow conditions because of the inability to reproduce the elastic and geometric properties of the rubber seal. However, it was determined in the model that there would be no vibrations for any flow conditions with the rubber seal and backing plate removed. Removal of the seal is considered feasible for the prototype because none of the Arkansas project prototype structures that used this type of seal have power-generating units and thus some leakage under the gates is allowable. Unclassified SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered) READ INSTRUCTIONS REPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM 1. REPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER wL Technical Report HL-79-8

4. TITLE (end Subtitle) 5. TYPE OF REPORT h PERIOD COVERED PROTOTYPE GATE VIBRATION TESTS, BARKLEY DAM, -Final report% CUMBERLAND RIVER, KENTUCKY------_ 6. PERFORMING ORG. REPORT NUMBER

7. AUTHOR(a) B. CONTRACT OR GRANT NUMBER(*) E. Dale Hart John E. Hite, Jr.

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK AREA C WORK UNIT NUMBERS U. S.'Army Engineer Waterways Experiment Station Hydraulics Laboratory P. 0. Box 631, Vicksburg, Miss. 39180 1 t. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE U. S. Army Engineer District, Nashville ~ May 1979 P. 0. Box 1070 13. NUMBER OF PAGES Nashville, Tennessee 37202 3 4. MONITORING AGENCY NAME h ADDRESS(ff different from Controlling Office) 15. SECURITY CLASS. (of this report) Unclassified

15a, DECLASSIFICATION/ DOWNGRADING SCHEDULE

16. DISTRIBUTION STATEMENT (of this Report)

Approved for public release; distribution unlimited.

17. DISTRIBUTION STATEMENT (of the abstract entered in Block 20, It different from Report)

IB. SUPPLEMENTARY NOTES

19. KEY WORDS (Continue on reverse side it necessary and identify by block ntmtber) Barkley Dam Tainter gates Gate vibration Vibration Prototype tests Spillway gates

20. ABSTRACT (C®tfmu, sta raver" efe! it neeeaeary amd fd&WifT by block ntmtber) This report presents data obtained during prototype tests concerned with the vibration of the 50— by 55—ft spillway tainter gates at Barkley Dam. The gates vibrate during flow passage in which the gate lip is submerged by high tailwater. Field tests were conducted on two of the gates during high tailwater. Three pressure transducers were placed near the lip of the gate. In addition (Continued)

r1R FORM lt9? vr..r... __ 1 .,11, ae — ..ems... — _ _ 20. ABSTRACT (Continued).

14+ accelerometers were attached at preselected locations on the gate. The second gate was instrumented with five accelerometers only for a limited data comparison. Data reduction indicated that many components vibrate at the same frequency as the gate lip pressure fluctuations. Computations and ring tests indicate that this frequency approaches at least one component's natural frequency. The gate seal at the lip was removed and the test re- peated under identical conditions. The measured vibrations were all dramatically reduced. By varying the opening of the gates, under identical conditions, it was found that vibration severity decreased with increas-ing tailwater submergence. Remedial measures in design and operation of the gates were recommended.

Unclassified

SECURITY CLASSIFICATION OF THIS PAGE(Nhen Data Entered) Unclassified e—F—TV C1 A55IFIGATION OF THIS PAGE (fi'hen Date Entered) READ INSTRUCTIONS REPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM 1. REPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER Technical Re ort H-76-15-, 5. 4. TITLE (end Subtitle) 1 TYPE OF REPORT & PERIOD COVERED PROTOTYPE TESTS, OLD RIVER LOW-SILL CONTROL Final re ort -. STRUCTURE APRIL 1973-JUNE 1975 --~~— -- ~ 6. PERFORMING ORG. -REPORT NUMBER

7. AUTHOR(*) S. CONTRACT OR GRANT NUMBER(.) Frank M. Neilson Allen R. Tool

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK U. S.-Army Engineer Waterways Experiment Station AREA& WORK UNIT NUMBERS Hydraulics Laboratory ` P. 0. Box 631, Vicksburg, Mississippi 39180

11. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE U. S. Army Engineer District, New Orleans September 1976 - P. O. Box 60267 13. NUMBER OF PAGES New Orleans Louisiana 70160 114 14. MONITORING AGENCY NAME & ADDRESS(if different from Controlling Office) 15. SECURITY CLASS. (of this report)

Unclassified IS.. DECLASSIFICATION/DOWNGRADING SCHEDULE

16. DISTRIBUTION STATEMENT (of this Report)

Approved for public release; distribution unlimited.

17. DISTRIBUTION STATEMENT (of the abstract entered in Block 20, If different from Report)

IS. SUPPLEMENTARY NOTES

19. KEY WORDS (Continue on reverse side if necessary and Identify by block number) Demolition Prototype tests Gates (hydraulic structures) Vibration Old River Control Structure

20. ABSTRACT (C=tfmre am reverse aiiAr ff neceaeap sad idenrlfT by block number) The following four separate series of prototype tests at Old River Low- Sill Control Structure are presented in this report. (1) High-flow vibration tests (4-5 April 1973), comprised of acceleration measurements, were made to determine the magnitude of the vibration of the structure under higher than normal flows. (2) Vibration monitor tests (16 April-1 June 1973), comprised of acceleration measurements, were made during a period in which the (Continued) 20. ABSTRACT (Continued).

structure was not in a structurally sound condition. (3) Demolition tests (16-25 September 1973 and 4-15 November 1974), primarily acceleration measurements (with limited geophone and pressure cell data), were made during a period in which demolition activities (using explosive charges) were taking place near the structure. (4) Low-sill gate load tests (May-June 1975), comprised of measurements of strain, acceleration, load, and temperature, were made to determine the variations in loading that occur in the gate hoist mechanism and in the gate supports during both typical and nontypical gate operation. Tests are briefly described and a limited sampling of the data is... presented.

Unclassified

SECURITY CLASSIFICATION OF THIS PAGE(When Data Entered) 3 x =-' , " ; y

a p: t dE • +

w t ~ r f t i t y i _ V•~1g~~q~"~d s

1.k ', T ~* -.~ s?t : S 1 r +;;~,'~ at V~'1i- a4 r i`t y 1; 3,-• ~3 i 1 - s ~ t - ',:~ ~~4 ~~~ s la• i ~a,. t r t}~i , >r - + }f3 T. e F 1.z A T ~-~,j ~} S ! l~ ~ i\~) • r7

lx F,jc4 nt''r-c`.-,`'hli

, Y

;- i n ry-

ALA Ak z

a t

tai 1 i

~„,

jr P 0 v

IJUI~_~\~`~

Results of full-scale tests of a tainter-type control gate under high-head conditions conducted at Norfork Dam, Arkansas, indicated that the hydraulic performance of either the fixed trunnion- or eccentric trunnion-type gate was satisfactory. Pressures on the gate and in the immediate vicinity thereof were positive. Fluctuations of pressure were small and were maximum at full gate opening. Vibration and downpull measurements were difficult to obtain, as seal friction appeared sufficient to influence both to a considerable degree. Visual observation of both type gates revealed no objectionable vibration characteristics. Analysis of data, model and prototype, also indicated that hydraulic downpull forces were small. Difficulty was experienced with the initial type of seals investigated with the fixed trunnion-type gate; these seals were actuated by water pressure from the reservoir. This difficulty was alleviated by use of a pneumatically operated gate seal. The use of the eccentric trunnion-type gate provided positive sealing action and no trouble was encountered. " I'll - , % . 11, -- F)z ,- _ .~~l .-q ~ . I .. - _;~ N- .1 • ,79T,r ,V)i . Mv-T ;T ,UP "T~, ~ ♦ " '. , I~~ , ~,~~ i1,_T* " —~_ t"tA '15]."ll, ', 7i.- 7. 11~ -I, —,,.1 ~ 11 ~_ '~-~,j Zl~i- iMM All,I .-,.- _71 -..~-~-,--.,-t-'!'~"!—I~,K"~-, , ~, ~- ~1.1,~-"~~~~"- ,_ 1.1~i 'I tt 17,-. 1~~,~,.-T,, q , ',-- jy ~ . ,~l ,", _* ')I's % - ~', 1. A . I , . ~ti 11 !,,. -4, - -,~~ 7~ , ~ kll -vso I C'., , !w ,,* —W . . -,__ I t , 4 -1I ~~Otli - I7i lJlTl_;i--_., . ~ 3__. 1, " .~ - ,V ,,.* K, K ,-~5 I ~.-;,-? " ." ` t,~~ -,~,~ -q- ~.-,-, It, 7--__1~ t~ 11*..-1 ,I~ ~ , 11 ll'C~ i "AL"A- ., . '. 1, , — 'I.--_ ~, 4 -~', ~~--.,-.4_.- 1,~ *- - I ,~ _ k k. ~ , , i s, 1 -4 - , " ~f ,-,~~., ~ l-,"i.1i N 1. —I - V. . i l . I - ii,.~, ~ - - , -, 1111"-- -,,-- "iI.' - , I -IL -- - - - , . . -t~,t,~~- , , ~li'l c 1, VI' , ~ I j I 1~1. 1, 1,~5'_ -, -y1. .- we /- ~, -- .~ , ,I - ",.' 4 . ' 1-~j ~ P` I I ~ . " .~ . . .. ~. 1~, ~. ,. ~_, ~ , V.F . ,. V, - , , . ,.".,;," ~—, , . I C I-, , ~ , , . , 'A , . i . ~. ,~k, ",,., ,, . ~,. ; ~ . N .:~A,'~vi.,~ , , J I. ,_v, ~ --. . ~ , - . i g . ~ , , , , ~ . . .X , . -'' i- IS; , 11 , ~ __ 1~ ,,11,~~. tt. ,~- :,_~_.~l 1~ ~l - *~L -~'~ _lj -L ,~ Z, ; r:. ~ -, , ~ ; I , , -~ t . , ,_ Y, ". i x . , ~,l $ -, '" " ! '! . I,lly ~ i, 4 , - ti - ~ ~ ,~ - - , , ~i k~ '." - Z! :., .* V . - , ....~ _.lk I , i..~i * , 4 ~ " '.. _., _J, ;..- -.- - ,'I I " *.1 ~", ~ , , " 11-N,,'%- , ~, ~'."-- Z,it -,- ~.) 1~ -~," ,,',~,,!' ~- - -,,~,~--\ -, -~ N y,, . ir A~ .4 " 9 " tZtZI i- ~ - ,t~.t_ --~ ~ ,- -,. l .. i~:`,'~ - m _1 ~ e~kI -, ~,~, ~', e`-,- , .-1 t 4mP ~ i - ' `:1 -L"," ~ t :.' . ii " . .,r I j~,.- U~~i .~,_, ,~ ,;,' .% . . ~ L ~-_ , " ~, , I .. I ,- -VP.l~ ~ 40,' ;~ , z , ~ ~ - .~vlw _.- ,~, -~ -.~ it .; -~ ,; ~ 'liz .1.z , . f . , N- - ~c , ?'A I'!: l-, -.1 : ~ , .- I, I ",- S- -k~~ _`~,, -,,,.`,7~ ,,,~ N K '~,' i,t!~, ,'~~l . ,i* -,.~ ;, i- '. - - . ,i,-!I.,_,`* , -, __ , - , ~ t , I ~ -^y", ~J~ 't , , N " ~~i I "- " \".!~ i ~, ;` ~ t, ," ~ ~ ~, it:'J1 --, ~--i,% .;:~,`~` ~. ,,- 1 ?" t; , ~ -. " ~ .~ - - ~ . 1. . !~~_..1, ~ , I ~ . - ~ ,:~ -,.4 L pi ,x ~l , I ~I .- -.W_1 . - Ii pe 4r, - _~ - t I 4, - ,1 , It ,iO k -I ,- 1" A'-j ~-~" . . , . ..-, ;!. - . ~r * 1 - n,- ~~- , `FM ~~ F~ , IL i ,_ " . ~ I. - - ~ ~ - . . -, ~~* ~I i;lx PVt-, 1 q, ,.. -%*'L ' ~ . ,~ . ~' - , , _." - -~.- - .--,-L:.~' "7 ~"' - , ,~.. , I - LL ~ ~ , , ~ `~~"'T ' ~' 1~, Z , . ", - 6~, ~ _N ."', '~ %,' L - i ~I .1~ ~.'ll - ,11~~. _'. _K . ~ . -1, 1 3 - - r _. ~. . -, `.* '_ ;~ ` - ',Y _:~,,, . . fir ~ - I " , I , I I11' C"ll~.1 N.~ . ,~'lI m ,-.~~. ~ 'k., 111-:1 _~~ , -. ;, ,~,j ,.,~~ . .4:~ " 4,: ~- , , . . . i ,:" - ,-"Z~ ,, - .., , , " , . " -:1 .-. - ; ~' '_ - j , j_~ ~'~ ' ,'_ ~' j4:, , ~ - "' "- ,_~'-'-I - ,I ,; I, '. ., -,. I., -1 . ~ ~ r _ - 6 A , .:,- , - - -. --i ' -, -.~ C ~ - ~ ~ ~ % ., '~ ': , -, ;-, I ~ ,, . , _ - u ,, ~;- , ': , , k~l,-- .. " ~ , ~ - - - ~ '.. ♦ L . , -.1 . , . ,"- , i ~_t ~ - - _:: k . ".,_ , _ ,,, ~, .~ L~ .~ .~ , , ~.- , ~ - c ~ N , ~ . . • s, " ~, ), -% ~Lz,- ~ t ,~ . A ~ _,, ,' , ~.1' .A ,- - . . _ . k I , , , , , I V. , - , ','d .. " . ~ 1,j .",-L 'i, ~ i ' - - I I . I ~) 'N ~ ,~ Z , -.1 11, 1 ~ , f . ) '. :Z , ~- ,, , 'j- , 'Y" ~ ~ ,t'~ i , , - .- 1, ~- - ~. .~ ".~. - ' ~ t--%',;,~~i 4_ C-_ I 1_~ ,, -, ~ . - . .- -1 ,•~ , ~ \,, - :~~ ..~, ~ , Lt' t ' ,' ~'j %~- " L' --,, r _ ._ ~ ~ ~ ... _ " ~ i", ~ .~ . - , , ,~ ~ ~ T ~, ~i ~ .-, " - . , , , , , i_ _,: , , , .'i,--'.,~ ~ . , I ._ ( I - ,-~~"- "- A-'%", '. .->,- , - It -- , , , ~ Tii ~ 1~~N., ..-,,~~ -x ~~, I-, " -'- 7 -,, - ~ _.:, ,, , -_- ~ - , . ,, ~ i ~ I ~.k, __. ",,~ ,~ i ,-,.4 -t; L ti ,~~ ~ ~ Jr":T I , - Ivi v. L, "- ~ :, 0~,,~ " .;" , I vV'_jC-:_', ;'-L ~ _. f .~, . I t. I i ~J,- * i\ !.~~ -,,\. ,';~ ~ %,L~ _ ,*4 ~~ j ~; , _ _ - , ~ ,,, L , -v .- % . .- , .. i ~ - I -,,,~ .~. - _. , _~ - .v % ~ " , ~~.. _, _ .~ , ~ i- _.~_..~ _f _ . ~ -*~ ,F - ~1 ,, 7:., .. j .-".;-, f~- ' f ,N'~ .,_ - -,- , , ..' '. I k , ?,II L %,A . *S', , 6 " ". % ~, , ~ _'~- %% ~ ~~ #' r . % -~ ~ , ", -', Z_1~'i _~.. " ; 1~..' , .!j tt ;~ " j , " ~~ 7 _ 4 ~i . , . - ~- - ~ ,- -_ -". '. 4 ~-, I v-,-~ - ,' o:~4 ~ '~ ~~~, i' ~'v 'i" ' _ -4" ' - ` - - ~ ~ j~ , f`l~ . ~ _`k'- , ~ I . -L .-.4 , , a , ~ , . I - :i , '.;e ~ . .- ~%l i l-%~ , ) Itll~ I '* ~ . : , ' ~ . I , ' "~~ 11 h ~ I . -1_, ;~.,'~~ . ~ .-.-' ~~.rl,- ~j, , ,'._!~4 -.'.--.-, I~, l -'~j 'L' ' , , . -j - ,\,i-.' ~ ..~ _ . I ~ I . ' . - " _ I., _ 1,4"~~A~N ~ '~-~~, ,,, , , - I , - _ -i- .L~ _0 . , , ~ :. ' I, %~~ ., ~~,_ ~t ,. .~ . _I I ~ . . . L I ~ , N , , ,., -1, ; , --, , - --,, , %, , -,~ ~ -. ~ ,~ . .- ,_ , , ., , , ~ , '7'~ _ I ,- I , . .. ,L ), , " ~ , ,4 - ~~ . ,- L'~ ., . , i . ~ - _ ~ ,_,__, , , __ i.. ,~L. ,.~- -, xj ? ,'I, ~, ,- ;'~ I, - , " - ~ . ~ , z 4.. Z~ % < !l. ,:~"fA'4"- '., -, ,~ ~ , .. - . & ., ~ " _'_,- , - - .- I-, ~ _ A , , - ::3 v 1, - 1 , ~ .Ul *~~_. - ~, ,. Y,- .1 - ,: V~j~ 7. i* ,'\ "P~ .. ~ '`y:,~.:~-~ ,..~:_O voA"".'~."':, , _I ~., % i., - _. ,~ I ., ,-~- , " "; - ,,, ~, I ~_ I I ~ I It..- . N ~ , .1'; ., ~l ~ , . ~ , .. , , ~ , "',~ -, ;e,- ~ ;~ I I I ~ - , I- I I 11.--. i l I I J_~ , :~ ., I ..1 -I Z,% t ' ~ I' ~ I, L 'I ,; _~ -f . ~ _, ,,~., ~,, ,--, -,,- "- I LAI , .~~, , M--".,n-,~~:'.,-; - , . 4 ~ ; .1 .1 *- I, ~. ,1~ ,j ~ .- . ~. -.,I '~ ~ t ~ I.?, ~ ", . . .1; ~, , 4 ~ ~ ., / ~~ 4 L ~ . ~"r 11 1 7 I - Z- -_L \ cj ~,_~ -* -,, ; .1. ~ ~ , . .~ , I. . " t. _~ f'4L L~~' _0 `~.~ '_ ' 4 - ~- ,~ - " -~ - --ji, " ~1" . ~'Jt-.~I,~~ .;j., ., ; ",, " ) , 'L - - " -~,,~ ,,. 11-,ftL t~i l ~" .~ L.'""".~_ ~ k, .. ~ . . I~ I' 6 , : '~' P~')~L- - . . 2 I'll i - " kl~ ~ ~_. . k . , ., I , . ~,; , 4 . ~, ~, ,~l~ - - , 1 I . , i-, , ,_', I , .1 ~. w I , ,, - '. - , ~~ ; -, v . ~7_--.=rfN-)-, 4,: -'**'i- I-I NJ - I I, , - _1 . ,. I , ,, ) - . I . ' ~',' r, ~. " . ~"~ I ; ,.~,_ ~ ~. ~ ,:1_76~: "~ , , , ), wx=iI _Z_ ~=_=. - , - ~ _. L ~li 4 ~~ ;. 4 , ".A l -~ ,.- IJ, - .," , , ~ ~ . I "L _jTI ~~, f, , .. m v , , ~ J, , ; I ~t - -I.~ -I1 ~ I-1 ~14 . , V * I,' ~ j ~ *~ -__ .L ,' ' ~ 'j, " , . -, " -j L "" , , , m .I j f ~ _4 ~ .,~ . -I) ~;'.-, ~ A L L- ,.. , ~ A , . ': _ , _tf ~ ~. , - , . I,~ . iiiii I I !keI.." , , ~_,-. .tj~ _? ~ ~ V i -, 1- - . ~ , - , ~, ,~ ., Z '. ~. , '. , _~ I . ..L ~ 51, , , -__" _ , ~~ I ; .,. -1 ~, . . I ~ l ~ I .. - ~ , I _ , 1 f , .,, ~, i~ , , - ; `~ -" 4' .,j ~~, , I ; . . , v, J' 4:~ '-~* . -y ~ ~ ~Z.. ~ ~ ,^~~ - , . i ' . , " - , ~ ~ ,M' _~-_ : I ; .. ~ '. ~ ~ . 6 ," . , , " r~'46 l.", , , .. ~ -1 ", -, I '~-, " :,. : , - ' i I i, , . , ~ I TI. ' " 'f ! . I ~,&? ) ~ .-, -~ ~ ~ -;, j~,7 ~ I-,- ~ ~ , iI -4 - t- ,1* ~*_ I -,-I j.~ `, L % 14 - I , It ,.4 , i . . - ,; - I ~ - I " ~. , I i ~ . , - ~ , - -. , I , ~-., "-~.;" ~. " - I .~ I .. .- ..., r, I . - .1. ~,., ~ j'\;j'. - ~.''I . ~"J '._'~ ~',,_)'~6_j . , ♦ Y," , , , - _ ~ ';--, 1", - _ _ , -_, , ;i. ,t.,-1 , , - _j. , ! ~ ~ 1,- II t. f -1-1 * ,I . 1 . ~ - - I' . !, , .~ ,'-. ~ Ai ~ , -* • , . ,I, I I -~, ~l ; I i~l:, "I hl*~l k 1, I ~z 4-~'.,- i , ',_ L 'i / ' .. - , ", '- 1, ~. . ~ L . . I _,~~i ... , , .. - ~ ,.. I.,, ,~ - I ~ ,, ,, ,'..:', , , 1 j ~ t.1 .. I . ~, , , J4, - I - I ;, , 1," I It- kI - ~ . I : I ~* , , I . ... V . " I ..~ ~l I iI~.,l ~ ; - ' ,~ k t- X i 4 i _ I ,;, --' V . L " " ,-!. ~ , . ~ ,} •f , ~~ , "~ ,~.~* , !IV 6 'Z ' ti ,I .,~ . - " " j L . L, ; ~ ' A , '~:%I~r- 01, f - 1 , -.----6_ -,~ . i - . .., ', " ~ * , ._~. ;'t ~ : " ', ", I,_`~' , -~ 4~ ~ ,~- ~, ~,, , ~,W: ,," 1,~ , ",.'-z -~ L ' - -r..I I ;: 'i,,.~, 6' , ,_ ~~j ! " J~ "'-, " ~L - ! ~ I - ~ - I 1. " 0~ ,-.., ~t; . ". " ~ , , , ~ ,,, n, 'J ,~ TV -~ L_ ,'t , ~- . - - , . V ; - 4 . ~, - . . . f 11 i ,~ ~ -, , ;~ ,~ Mm. rl~ - ~1 ,1 _ , ~It- ~ ", .,~, , ~ ~~: 6 " . ~. ~' ". . , , , ~, ~%,I .- e--.l ro v V i :~ ,,~ - ," ~, *. ~ ~, I - "., .'i; I ',) ~- k ,i-'?~. , .;.,~. . ,~' q --, 4', J _k~~ ~.;, i ~' ~,'L ;~ ,` , - - , - ~ -'.. , ', " -, i t L ~ ~ , r, , _ ~ ; ,~ ` , , ~ ~ ~ - '~.,~~ L .- t, I ~ - ~ , _e ' -:~;~C,.' e , * , ". ~, -,.' ~'L -" 'kL ' _ ,-, j~ ~_ , " , , ~ , , i,~ , , i? "Z,i .I , Y'.i ,F .;'~ .,. Aq ,o, V, , ~,~' ,~- , . ,..'~~_ . i _1 ~ , ~ Y. . . ~ #I - , . I ~ ~- ~ ., .~ -~ r - i ,, - 4 i, I ;., - 1 .- ~ - ~- 4, :~',~ ~ , ~:~',~ - . V I ,7 i I '!Jl~ i J ,-%qr~,~,~_.,;_- 4 ' ,, , N,f; _ ~~ ,-im. .4 _4.v;- . '. , ~ ~, _ ~ I - !, j .1 - , ~ . - - , . .~ a ,~, -, . T ,~~ - ' ~lr -1 ~' , - -~ ,- .,. , - . 1 ~ -, ~ I ,, -, -,I ,:; ~.' ' L '~" %' '-, - " '-~." , -~ - ,,' ' .~.-,` j Y"-L. ,' ~_k I ~_' -, (, , -~, I - ,,)'~, ~1, ~ j, k .1 I , -I , ~., I , . , - , ~ .. , , , ...... - ,~ .~ -, -, i % ., ~ . , , . - - ~ ; ~~,- 1~1 1 ~, 9, , ?~ i-,% ~ - 4. - I - _~-~~, - 6 . " I~ ' L_ ,- - II - ,. . , j, , v I I , ~ . ~ 'L -'f "' ;~ r ,-~,_:,~ ~7~11 ~ '1'*~-~-' %6._"__~ ; ___","- '_ .- _ , " ."I-Y ~ It, , ; - , ~ ,~ ~-~ ,- ~~--.~, r ,~ t ~ , f: ~-~' ~ ."i ;' '~l ,~, '! lfx.~, - 'y* , , , I ,~ ~ , r,"~ I Ir , , . - .. _ . ;,~ ,- ~, -, I ~ ,L, -~--, " j'~-:e5 '-' ~._' .-,:-,It " , - ~ __ ~,~,_ ,V_, .~f f . - . , - . ~ •, - - " ~ ,~ . ., f, ~ 'I - , ~ , - , " I ., , ,., , . - - .~ - ~ " ", I . . :'t , ~' , -jr, , '( ~ , , _ . ~_~_ ,~. .4 -t, _1. _ , - I ;.,,,::~ - , ~'.~. ~ 1 . ~, ," _ t7, - ~ ~, , , - I I. I L I - .. I I / I , k I .. ! ,-, ~l . ~ - ; :~ ~ . ; . i" ~, _~ - , ; 1, , ),.,j:.~~,,,~~, - - ,-- ~ oll:;~, ~,.~f ~ , _A 4A.- -I, F 'I', . ._~li "' 6 ;'~ , '~' _* "~' , ~L- ' $1' - i ;L -~ I :, _~-.i - I_ -ji. .- ~ .. , ,_~ ,~ :.,. 5" , ,11. ".. ~ -,~*.,jl~~;. - ~ , ,, .~ ~v 1-,, ,~ , k.~.. - f 1~ _. 11 ., I I- - "i~_ ', '. 6 j " I .. - I - , ."r . I , ";, ., ~',~~,_- ~ ~ I , ~ ~ I Y . . ~ r "- 41 1, i-t _i , ,~; .1 , - - '.";- 4 I e, ~l . " I ,,t)Al m~ U,Vvi~ -t, j f~ . e ~ 6 ,~, I , - x I, ,~ _,~ , , .e t ~ - ,~ . I ..~, "/. ,.'r. ,V L~ , J; ,:,, -%--~~,t , .-, I I , 2 ; - " ~, - - ,,~ . , - rik".1"i'-,,, l f. ~ . ~ , , - .F•. ~ Ir i~ ~,~ Y . - ?;- .. , , i, , 'Y,, ,^I;- j ~.;/ ,,~ -,;-., I ;! - -,* , A I I j," . ,~ - I ~ ~ ,~ _. ~ . ...' ~. ., I , _ ~ ~ _ , ~~" " _ ,;;"f' ,*." L, A'r-. ' , , , - - , ". , , . _4A,I ,.l'1$.- ,_, .'- k - ,-j.~j~~_;~ ~ L , - ."~ , .~~-_ ~_, I 1 ' ; . ~ ' - ~/, ~,~_ '..~ ,' ~ j - ' "' _~i~ ' ~ ~f ' ~ " - " ~ , J.. ,' , 5'1 , ~ ~ ,, .; ,)~~ _ ~,,.~ ~ ..I ~ , ~ ~ . 4,I 'LI ~-, ~_'* - - ~';~!.1 ~._'~_ "L '"~ , ~'f' ~'l, i - ; -, " .'L L "."t-, _ I~ -A :~~ ~'- W - 1, - - `,i 1, ~_,*,_ " " ~ - ~L , I, , - 1, , 1, '- -~ `~ , , '. %: ,,,~ " -~ ,-Y, , -1 ~;`, I " " '"L ~ : ;k'L - I 1 64_~~,/,, Iq ~ , iI ,syI 'A~~ I , ", I t 11 .~ ~ 4 1 '. :, ~l I, ~'. ~ ( ~~,, ~4,~. --, , , ~t" ~,'_ -~41'`~ljfL _;P _, > ~ '-- 1-P 4- -. - §.I ",~j' i~~ ~;, , - I ':,, .,~ -~ , , , . -,~ ,11 - a '. ,-".,' ,',:.'~ l . . ," ,- . ~ "I ~ . - - I I. ~1, ik - "", I '; --,)I-- ~ "'_ -.; , ~, ,, ~',j.<)';'~,,,~" ' ~ ,~~- ,- !7- •f4" L'' ": _ . ,: I . i It i: ~ -, , . . -,. '! "'. ~ ., - ., p " 4 ,_4 . , k . i ~ - -- j - : _~ -; I" .i - - -I-.?-,-. -1,~,.~ ., , ~ ', ~'~-,~ _ - ).A, ~ It , t_ ! , _; ;.', . 'v ~, ; , , - t ,- . * r -, . - .,~i ~ " _ ,~ .. ;'.' , "" , .'L' . ~,L~ I - _ , . ~ I I .N - - ~', *. ~ ~* 1 ,A -.11 , t ~,. f",1, - I - r i~ ~. ". t'; - I .1~ ~ I (N~--?, ~T'4* Ivwf"~.i --""-- ", I `-,~~'~ 'F',- -~-`,, .; ~ I i- , `0- !"'I L, 1:i,L . . ~. ., .I, , , ,-~, ~v AN ,~."'' i i~lt" , .1 -, '.~ . ,. , , ~ -, , ~ . A. 7~ ii I 'L_ ' ' - ~ ~-~y :', A *.0" ., ~ , 0, N~ ~R, ~xi"W_ Vo__"i.t,, v_~tt ; 1p*i ,_"P, , 'I --~, -'r I. ,)- _'. ~. '41._~~,t .-~ ~. .. L " I ,.. -. I ~I . - _~' , , L. . . -1 . 11 ~l I " 1_i-i :1-1 _,J,._11~1, .,~,~~, , U ,v- 'M,~~I gov e,~ -, -,--* -7i AW, ,- :Z- ~ 4- ~ -, 5 1 I "Ir 's.,. ,~ V `W try~ - - . -, .,~_ , , . , ,, :~ -I o' ~,$r j -J,* ,~" - - t .!I- I ~ ~lT_. Ll~;,_;~ 'f"~- , It" flilei_~ ".4 11". 't;i.,$-, . . . , V .!~:~ - - , . ".. . - , , T ~-, -' _ .-, L !: ~".*~~, , '. 't- _'. f,,, ,* I,i -, ., " "" ,"-' % ;.: .*-,,,-,, - )". "'.1 "',-";~' ,- 14__tll~ fi`-~~', ~ )"$I I -'t'! P.?, i, ,*v - ~ "A M-...- " "- ,~j'n~"_)K,_- t1 _~l , -4 ;_il, ,.I -1. ". ~ ~ ii i . f ~, ", ~,K - .i "I f ,3 'o, i~,-Ai, _ _~ . q - 11 .- '. ,I " ,.. .. ~, . -. 1,j .- , - ~ '-.,-, , , .-, -*;.,_~', -- , ;t -~:f .~ , ~ ~'-~ " ~ ,- '.''.).' ~ -, -e~~r - ~,I ~ ~, I .~ I ,. ..~ . "- ~.~.1. _,~),. .4"'i'. ,- , Z - ~,~-~I,,-t~_ j 'f , " - .-, - ' " 6 ' j . - , - , f, , .'~ . ,*f "'iAl"I. -.A. ~l r; ;~ ~~, .~ ,-,,, g~iy,t ~jp .1~,~ 1,~ j-, ~ , ,'tI 1 .,.. '~ " • ,, _, . ~ _ _ I-, -~, 1 , , . " ~ . ~ ~ 1 ., , , ~ . 1 ~-,t , jk -~ , - , _ , ; ". ~ t.1 1." I .1,'j ", -~I I -, 1, - ,~ ~,l 1, 4 ~", ,- 1,;~ l ~ * 11 - -1 - , ~~, . - ! . ~ , , -, ~ ~ ~ , ~ -, , ., ,: ~ .,ll" f ll~ .-- I ~ L11.1;I ~f - 'y ~,Tt ., " ), ", . ~,,~ , , - ~', I V 1 _. s , #". -~,, .., ~ ,,v ~ - . - .~ , :- .., ,~ ,v, ,- ~'. ,, , 4'~'A'~ L, ~ t, , t, ~~ , - I I , I I ~ I . 4 ~ I . ! " _--. ! i. , ~, ~ i . -1 ~'~~ ;~' -i ,t7,..~ ,-,, ~ _r,., I . - , , , - . ~_. ~ ~ - I ~ ~ .~ , I ~ M , , . - 4~ F~. , . __ . .- , 7 ~ ~ , , ~ .. :x I- ._: 9 l -I .. f ,?: - i"- .. ", , _. - : ~, , I I . - . ~. ! r T ~ , ,, - . - , ,. I , ~v 4;1I ~ f I 1, lll "! " " ~. f , L I i - . . . -. . - 170%,, . I - Al~~ I -, i , . ,A~ . '4 -I I , ".., ' ~ , f :7- ~ I I .. ,~ ix"- ','L ~ ' -1 ' I' ,* ', ' ~ i ,, .11- .. , I I .,, .J~L~, I i ,~.- - 'e. , u ". , ~ , '.~ , ~ f ji~ - , L L3' .,4 . _' ~, ..% ",~, *- -1o I ~ ~ . ~ ~I I ~ i '. ~~ .1 L , ~ :1.*i-, 1 - . , , ~ ~ . ,,,-, li I . .. ~ 6 ' ,; . ~l ,~, , ~ "I, , - . ~ .fii;."., ,qI 1 , . , 11 It ". ,~L -,~ 'i:f - .,I , '1~1~ ; . , -1 - . f 1 ,~__ . % ~ , . 1, : ., .. ?, . I _" _ ._ _ , * , - , j ~f . . " . , _ , : '- ,\_*"~ , , , ' ~ 4- ,,, st:*,,~ , , , , - I-, !'- '-, 'I-.- ,11 i jr - ~ ti i; A4k , ~1-1, F t Xc;1, ~_,i ~l i _ T.li 4 I ~ f . i . _. _. ' L I _ ~'r4 ~ I1,4 N I ,L , , I 11 ~ .. _'it- !' 7 '-*) 1' ~, a, ~ ~,_ . , . ,I- `~, , I '. - I, i ,;., , ,- , , ,~~ ~ :, L, i, . , ._ :t. ~. ~ , . . , f I . - ~r " " .'i ~ t~~- ,.,..o,,X, , -7!,, ,. .. , -. ~~ ~.,~;~. ~ A, r~, 'p, I , 1. ., _:, ~' .- . ~- .1 -, - z.. I I . - . , I . ~ ,I .-' , ,4 - L -vtll. 7 - ~ .~ . '. J..I-4 _Y '-,r ~P", , ,~ , , , i4, , - .~ - _,,,~ , - , ,~~, , " -fj !" , ~' " 4, i~ ~. , -, ~ , , . , _, N - I , - i - '" " : - : V, - : ~ ',-, _*:,~ ,, ~,iI - ; ; I - : ",II '~ , ';, ~ , - N, ",_1- -. -~,, ..~1,i ? ",'r ~,4 i , " ~4~ k- . - ~ . -; _,~, , .,;~ ~ ~ .- ." ~- - .. , ,- ,.- -; -~~,~. .1 Ff,~;.'. I ,;-Vil"', - " I ~ ' ' ,~.- ";:'~'j'~, Lt.~J'r 7 .~ ';~ - - , , lc , -, - I , * 1 ., ;`~ ;'; 5.1; , -, , ,, - " _- - -, 11 I ~ I ~ ;_ '- , ~,~ _j:L ~ f _ ~ . ' ~ _2r , f,~tl - 1:I I A"`~tm ,~. , ~ L ,i . - ., I - - ~' , ~ ~ -3 'i I ~, " , ~ _ . . '.;. '. ~., I , l ,~ ~~4 -~, -, ~ , j t_~ , . I , - - I " '4 , -,"4-~~J- ~ " , .- . ,'. ,*r ~v t i~I `~-,; ' - 1 ', , '.; 4-, '- ' -. "', - ~ ~, __ . ", ~ I , 'IL i ~ - i ., ? % , , ~ . I I -- ' "11L '.. "'~`7'6~~'~e'~` 'j '~ '-~ . . : . - ~'- i'- . Z "..' , , - ~~ , . .- - p _, . ~ ', , . , , . . , , . . - - . ,, .,I * - I ~' j, . t_-, ~ :. f ~ -, -.~ , -, --'I ", '. , "*L. .I "'L . , $ , . ,~ ,. , ~ , " . t, , , -.x -. I 1 , ~. . ~ 1Y~ ~,,. , ~ .. 1 , ~ . ~ .- .- V~ , ,,-~- ~~, .~~, ,- ~ ,- - , , , -, , ~, I .- I , . I ~ - , , . ,, , , .f ~ ~, . ~ I :~-, -, ~'l A 1. .j t _ " , ;.L .) "I' , .-, , vI '." ,. ~ , , . - ., , ,I _.- ". ., ,.";..- ~ ...i ..,. , _u L_ _ ~ -i I I , 4, _;~ .~ .~ . - ~ . 'i _6., , 1,'!1 , . - ~ __ - ~ ' ~ : " L - , , - ,*, ~,~~ -~_ ~ ; ~:~." , ` 1~_jv=~ __;9~ 7 ,, I , .~ i ~ . , . !,~ ,~ i ".. -- i , ~ , I ~ ~ :11;1 ; ~:i , . , .__ .7 - _ .., . ~ ~ : .1 - I.I..":-4 .1111f ,111, --J,,, ~~~:.~_,.:-o h~~~~ - I L - - 11 ,I - _~ _ .. , ;" r 1 ~ -, . . . , ~ ,,~) , ~ qiCZ1 " L,~! y -,- , '-. j " 'L ,., ." ~~ . - . ;-, - - --~.~. , ---~_ !~~ ___; - 7 _~' 7 7 -Y T. -~~ , I ~ I . ; , I . ,~' i.-, .-,~ 'r-.1 -I.- J_"7; ~ ~7-_--.-~- ~ I - .1 ~. ~ I - , - " " ,,.~. -/~ I -% ~' ,- ~ ~.--,- , z ,.-' , t I - .~', ,_ ~- , 4 1_?~! I , ,~1 t - '~,- ' ~- ~. LI~ "~'.,1 .;~ ~, "' " I__-j~5" ~`l -11 I.. - ' ~ ;~~ -- - -; ~ - 1. w~ I t.,~~~ - J,,. - -~ ,, I ~ -~ "I , , . . ,. .., - " ., I I -- i, I ~ Ak, ~ 'C' . ~ L- L '. r.~ I .' " 1--1 ~ 1. , ~.. ,.,, ~-_,~ "•,~; , t - ." ,_- `- - ,-. i . , L~~ , - , ~ , , - . - . I - q ,,j ~ - . ~6~ t:-%~ " ;~,, -. 1 ~ ,-_~j o . N'. : . , .4 , ~. , ; , 1, " ~- j ; 1, - I )-; , L ~ il_.I 1~1-,_ ~' I I ~ . . . 1 If. ~, ", ,- ,_1 '. ,'. , ;a ~f. I ~ , I . . - , . , , , , ~ , , - , I ) , .1 - ' ' a L ~ _~,'. , %r~ s_, .. % -j ~-_, ). I-- - - -1 , -. i~ . + 4 - . I,, ~ I i. ~ -,~~, -.. ~ 1_ ,, ,- , . ~'I ~ . - ~~- 4, . ~ - ., I , i , . 1. ,~ L, I .. ~ 1 -'6' #' ~ _ . -, - ' '-, L ~ I ; , I ~ , - - , *; I ,:~ ,~, ~ , , I . I -1 - L ~~- - I ! W- 6 ~ ~ 1,, ll~) , - ~ , - , _- , , - I ~ . . . . , , ,~ , . ~ ~ , :, , ,_ , , . . - V , ~ . f It- . ~ .,."Q7 ,~~,.:Iil " .lji~~,~ , ~', 11. ~-~ , - 1~ V. ,- 1 , - -j. - -, - i It ,,~ , 1!6I - , I '410 . OTWfi" 't L "i - . . - ,-: ,~ " -~ 1 , , i ,0 - - ~ • ~ -4- h'; ~, ~, j .,O-_~~-j , j ;:." 1, I . .- -~ _~ 1 - ~~' - I ~ . . I - I ~~ --, ~ . ; ., , ~. . .1 ~ , .,~, . ;y _ . ~ -. : ~:~ , . I, , , --,_~,I I I- i,,,~,; -, . ~ . - 1 ._* , 7 , I , ., ~ . , , ~ L 4 I- - . ~ " , , '__*7;"' , . , .~, e_ - - ';L ,.-,~'-' " , !~ " i ,V ~ ,,w ,; , ,;.' A i . .,.k .-, -, ~: ? ~,.- ,ti '~- ., i. v'~..`,, i-. , , ~/;,L ., _*7 ; , , ~ -, .,: ,~: -, - - ;` _.:".",-~~ , -. ~I _'~_teat , . i~_ , _" I' YI ,'~l fi ; t.I, h 1~,, n~--* , , ., ; 1,4 - , - F-- ,I -;. d. I . - - ~ , ,, - ._ , 4, ~ , ~ I _1 ". - ~ '. , ~ - W, - I L-~- I ^'4,4 ! ~,. ,-L -..~ I , - j " 'e ~ 3 "; ,,~) :/ - . ,,,,;., 4 $~~ , - " 7 ,L .~ 'c - ,lk~t. .1 , , - 6r? , - 11 I . . / - . ~ , , I ~., , ~ , ~ , -~ -, , , 4 - - , ., ~-~;~:, , ,~,,~.' ",::.., - ~ 5 ~ i --,7.~~ ,;,~-' - , ),.~ -,.' ; "',-V ., :. ,, , - -I .,_ - I ~-, " ) ",:~- 't,, '~ t~ t t ~ . _~, ,I~- - . . '.,~~.?~t~,-* ~Xx;"~- ,t4-, , -,,,, ,~ ~I_ t ~,'f- ~ - ; I , 4,-- t, ,'~ ~,i Xf. , . ' ~ . . I , . - -, ~if .1 "., , ; , ~ '~L"_" ;~ ,S.~ t ~ kt.1 ,- ~ , -~ .--- --_ . . ~ -, . , I x . '. - ., I 1`~, ~.t~_*~? ~ ~J;'~,' ,; - ",~ .~ ~ -. .j ; - .. ,;`~ I ~ ~, ~ ;~-,. -; li~ ~:f j .- ,, -, - -1- ;~i,*, -) ~~_ 1 . ., . . I .. I , Q' , I ~ ~., .- - ~ ~ '. 1 - I ,* ,'~ " ,- ,I .-, , , ~, _ ,. ,'~ ,~.,~A,,it7t':~. , ". r ~ -, I , - 1 ~ 'j'A ~,' ~_' -, ' - , - . j,'. , . ~ . ~ I , .,I ~ ,~ I I * I ~,44 .~_- i~2 . - 1 ; k f , J !A, I - * ,,-,- 4 - -~ ~ .,~ I m* .'.,~ .:,2, ,1. i4i , -'- "- K $"' ---'.t J. , ,_~`~~%",_,_~ ~7; -qy ,- ~)7?i, :' 6 -_ _' , ' ' ~ ~ , I I 1 f, ~~4 -, ,f I _j, ,i ,..:,, - - .. Jl ,~~ - Y,- s ;. o5r ..~ jLtj 4 ')6~, i" k, (_~,~ ,I-l. ~.-~,,, • ~ • , ~ " ~ ~~, 'L ~ . L~ - " ~ ~ , -, T 1-_4 ~, ~r *~ , . -~ - ; - ". " . %, , ~`~ - .~ " 1' __,_ _i , I ', #! _ . _ ~ - _ _ _ _ ._,(~"i_ " ; - ~ ~ ~ I I ~ I . I. I I ~ I-, , A ,,5LEt, ," I I - S - "~f : ,4 V ~~ ~ - , j, :;, . ~~', V L I- -!- I -- ;-" , --~ ~,, , - -~ .A~ , ~ . ~ , , "~4 ,A, . A,yj Ir - L I" , ~ ~ L V ,- 1~ ~ ~ !, ~ ,~ ~~ . _ ., ~ . .. -6'- ' ,~i 'i~ -4-f , - -,~V l , . , i Al ;'l f, 'VA . ~ ,. - I 1; -,--4 -, _,~~ vk. - 'if ;,~, " A ',~ ` , ., I , ~,, , -- . -- ,; . I, I , 11 - - I ..j I I " " , 4, k ~:j , ~- ~- I- '. ,~ - . ~_, ~ ..-:, " I ~- ~ I . i I I- I ,- ~ ~ , , I , . . -, ." ~1~ --I i~ ; -1 , _ t", I ~ . , -- . I ~ I ~ ~ " -_, '..~ f , L ~ ' ' L ' * ' - ',- , ., , 14- 1," ;~. "t, . %~, , 1, , ~ - ~. - W. , . 1 , " 1, -, ,.,,...&,~ '.-. I I '. '. ~;, L. ': Ls,. ;~ 1.4 -- 3 -, -4- ~' ,~.4~~ , -~ ~, ;~,-- - y , ... .It dk 1. _11 __ -, , ~ ,L, : ~ ,,, i - , - , - , , ~ , If 1~`:f ,- ~" 0, ~ d ~JY a , , ' , - * I ~ ,I . I ~, ,"y t' 7 " ~',,- , ~:,. .. ? ,. , ,~ .- , ~ - 1 a . ,. - - 1 /,4 ~ - v - 4 ,- . jl f~.~ I * y .~~,I~4, .4 . ~,"_~~_. ,~ . . , ~ ' - ji ; J :, ~ , j , P%,,. . - ,A ~~ , _~I *" - . -!,. : , ; ... t __ ~~~ '3V,.44 Ll'__ _~'~_" t~' '~' '_',~ - ~- ,F - 'I, f ~ ., ~ - _ " _ 1~ IF, - -~ '-f, . 1, ~iy, ,; ~ ~, , _, - , , . e, - - %, ~. k~ *~,_;, 7 - ~ -, I I "' , I ~ -14 I , I , , , .3.~ - - ~ .._'..:ter ~p t - 11 ,, ~_j. j~ - I'VIT, 1 - a - , , . .. ~ ; , , , -, j.ei tw~- : i "I,! ~P .-,-~, _ -~ , , , ~ IF 1,;t,, ,, ~ __ -- ,. }"' ~ , " L - - L ~pr . .~ - - ~11 -.1; - I .~- - t : I A i , -- - '- ~f~~, ~Y-! &_fI -' ~"I '_"~~; _- 22 - v

SUMMARY

Results of full-scale tests at Norfork Dam of the two types of slide gates, selected on the basis of model tests, indicated that the performance of a gate with a 45-degree upstream bevel at the lower edge (type B) was superior to that of the Norfork-type gate (type A) which had a flat bottom with a slight slope to fit the sealing surface. High negative pressures on the gate bottom, considerable gate vibration, and crackling sounds characteristic of cavitation were noted for most gate openings of the Norfork gate. By contrast, high positive pressures occurred over the sloping bottom of the 45-degree gate, resulting in elimination of cavitation sounds and in a marked reduction in gate vibration. The high positive pressures also resulted in less air demand at partial gate openings. Tests of long duration at partial gate openings with both test gates revealed some cavitation damages to the outer edge of the bronze seals on both sides of the gate frame and to the cast steel immediately downstream and just under the gate.

J Unclassified SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered) READ tx REPORT DOCUMENTATION PAGE BEFORE COMSLETINGPLETING FFORM . ~j2EPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER X'Miscellaneous ~ er HL-82-2,1 4. TITLE (end Subtitle) I S. +YPE OF REPORT & PERIOD COVERED Final report 3 AIR DEMAND AND VIBRATION MEASUREMENTS, WYNOOCHEE DAM, WYNOOCHEE RIVER, WASHINGTON 6. `PERFORMING ORG. REPORT NUMBER

7. AUTHOR(.) S. CONTRACTOR GRANT NUMBER(.)

-~(E. Dale Hart.,

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK AREA & WORK UNIT NUMBERS U. S. Army Engineer Waterways Experiment Station Hydraulics Laboratory P. 0. Box 631, Vicksburg, Miss. 39180 11. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE U. S. Army Engineer District, Seattle December 1982, Seattle, Wash. 98124 13. NUMBER OF PAGES 45 14. MONITORING AGENCY NAME & ADDRESS(If different from Controlling Office) 15. SECURITY CLASS. (of this report) Unclassified

15a. DECLASSIFICATION/DOWNGRADING SCHEDULE

16. DISTRIBUTION STATEMENT (of this Report) Approved for public release; distribution unlimited.

17. DISTRIBUTION STATEMENT (of the abstract entered In Block 20, If different from Report)

16. SUPPLEMENTARY NOTES Available from National Technical Information Service, 5285 Port Royal Road, Springfield, Va. 22151

19. KEY WORDS (Continue on reverse side It necessary and identify by block number) T Air demand Gate vibrations Structure vibrations Vertical lift gates Wynoochee Dam 20. ABSTRACT (Coatlnus sss reverse ate)s H nseeaeary snd Identify by block number) Tests were conducted to determine (a) the magnitude of vibrations occurring at the dam structure, Vista House, and sluice gate, (b) gate-lip pressure fluctuations, (c) airflow rates, and (d) if correlation existed between the gate and Vista House vibrations. The measurements were made for a full range of gate openings at 1-ft increments from 1 through 10 ft with essentially full pool (799+ ft msl). Data reduction and analysis by WES indicated a frequency correlation of (r,,.,,-; .,.,_4 Unclassified Unclassified SECURITY CLASSIFICATION OF THIS PAGE (When Dete Fntered) BEREAD INSTRUCTIONS REPORT DOCUMENTATION PAGE FORE COAIP[.ETING FARM 1. REPORT NUMBER I2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER Technical Report HL-84-7 4. TITLE (and Subtitle) 5. TYPE OF REPORT S PERIOD COVERED

FIXED-CONE VALVE PROTOTYPE TESTS, FINAL SERIES, Final report NEW 1ELONES DAM, CALIFORNIA 6. PERFORMING ORG. REPORT NUMBER

7. AUTHOR(.) B. CONTRACT OR GRANT NUMBER(*) Timothy L. Fagerburg

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK AREA &WORK UNIT NUMBERS US Army Engineer Waterways Experiment Station Hydraulics Laboratory PO Box 631, Vicksburg, Mississippi 39180-0631 11. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE US Army Engineer District, Sacramento August 1984 650 Capitol Mall 13. NUMBER OF PAGES Sacramento, California 95814 54 14. MONITORING AGENCY NAME 3 ADDRESS(If different from Controlling Office) 15. SECURITY CLASS. (of this report)

Unclassified 15a. DECLASSIFICATION/DOWNGRADING SCHEDULE

16. DISTRIBUTION STATEMENT (of this Report)

Approved for public release; distribution unlimited.

17. DISTRIBUTION STATEMENT (of the abstract entered In Block 20, If different from Report)

IB. SUPPLEMENTARY NOTES Available from National Technical Information Service, 5285 Port Royal Road, Springfield, Virginia 22161.

19. KEY WORDS (Continue on reverse side If necessary and Identify by block number) Fixed-cone valve (WES) Hydraulics (LC) New Melones Dam (Calif.) (LC) Pressure (LC) Valves--Testing (LC)

20. ABSTRACT (Cavtfnue am rs,"rae eider ff naer`eeaty sad Identify by block number) The report presents the results of tests conducted subsequent to those discussed in US Army Engineer Waterways Experiment Station Technical Report HL-83-2 dated February 1983. The purpose of the tests was to obtain data at a higher pool elevation to: (a) determine the dynamic response of the 78-in.- diam fixed-cone valve and 18-ft-diam hood, (b) determine the probability of valve fatigue-type failure under prolonged operation, and (c) compare results with those of the earlier (basic) tests and model tests. d DD FORM un EDITION OF 1 NOV 65 IS OBSOLETE I JAN 73 tnclassified SECURITY CLASSIFICATION OF THIS PA ;E ("-, Data Entered) teristicsyofythe fixed-cone valve, evaluations of pressure fluctuations in I a the valve and hood, vibration responses of the valve and hood, and strain <` measurements on the valve test vane. - The acceleration data revealed no significant changes due to the increase in pool elevation. Mean pressure values in the valve and hood in- k .; creased as a result of the increase in total head. No negative pressures were recorded. Imposed limitation of the total sleeve travel to a maxi- { mum of 28.1 in. prevented the occurrence of a flow control shift.

Unclassified SECURITY CLASSIFICATION OF THIS PAGE(When Dete Entered) Unclassified SECURITY CLASSIFICATION OF THIS PAGE (When Date Entered) READ INSTRUCTIONS REPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM 1. REPORT NUMBER \ 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER Technical keport HL-83-12 )Cl

4. TITLE (and Subtitle) S. TYPE OF REPORT 6 PERIOD COVERED '',BARKLEY DAM SPILLWAY TAINTER GATE AND EMERGENCY Final report /I BULKHEADS, CUMBERLAND RIVER, KENTUCKY; Hydraulic J Model Investigation 6. PERFORMING ORG. REPORT NUMBER

7 AUTHOR(.) S. CONTRACT OR GRANT NUMBER(.) 3John E. Hite, Jr. Glenn A. Pickering

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK AREA a WORK UNIT NUMBERS ,, —Army Engineer Waterways Experiment Station Hydraulics Laboratory P. 0. Box 631, Vicksburg, Miss. 39180

11. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE U. S. Army Engineer District, Nashville Aug" 1983 '4 P. 0. Box 1070 13. NUMBER OF PAGES Nashville, Tenn. 37202 77 14. MONITORING AGENCY NAME C ADORESS(If different from Controlling Office) 15. SECURITY CLASS. (of thi. report) Unclassified

IS.. DECLASSIFICATION/DOWNGRADING SCHEDULE

16. DISTRIBUTION STATEMENT (of thfe Report)

Approved for public release; distribution unlimited.

17. DISTRIBUTION STATEMENT (of the abstract entered In Block 20, if different from Report)

16. SUPPLEMENTARY NOTES Available from National Technical Information Service, 5285 Port Royal Road, Springfield, Va. 22161.

19. KEY WORDS (Continue on reverse aide if necessary and identify by block number)

20. ABSTRACT (C=otinue am reverse sivb it rr ceeeary and Identify by block number) Tests were conducted on 1:15- and 1:50-scale models to determine the cause of, and to make modifications for eliminating, tainter gate bouncing experienced under certain flow conditions at Barkley Dam. The 1:15-scale model determined the flow conditions that caused the bouncing, and the hydraulic loads and load variations acting on the gate during this occurrence. Hoist load fluctuations in excess of 140 kips were measured. The bottom of the

(Continued)

DD I OR 1 n EDITION OF 1 NOV 65 IS OBSOLETE 3 AN Unclassified 20. ABSTRACT (Continued). tainter gate was modified to various configurations in an effort to alter the C1 flow patterns causing the bouncing, but these modifications were relatively ineffective in reducing the hoist loads. A 1:50-scale model was incorporated Aj into the study to determine the effect of the downstream spillway piers and the stilling basin on the flow conditions. Test results indicated that increasing sc the length of the spillway piers by 20 ft downstream reduced the surging of St flow associated with the bouncing. A minimum top elevation of these extended piers was determined to be 345.0. The hoist loads were then measured with the WE piers placed in the 1:15-scale model. The maximum hoist load fluctuation was reduced by over 100 kips from 140 kips with the original design to 40 kips Hy with the piers extended. bi The 1:15-scale model was also used to determine the hydraulic loads that occur as the emergency bulkheads are lowered under flowing water conditions. J. The bulkhead tests revealed that the loads on the hoist due to hydraulic forces were not extreme for heads on the gate sill of 21, 29, and 34 ft as long as Mr the bulkhead was lowered at the prototype hoisting speed of 4 to 6 ft/min. Un- stable loads were encountered at heads of 29 and 34 ft on the gate sill when w PL the bulkhead was held at stationary positions above the crest with high tailwater conditions. r Di B.

prl CO] wa:

Unclassified

SECURITY CLASSIFICATION OF THIS PAGE(When Data Entered) /10 It, spy ~ ~iA

CORPS OF ENGINEERS, U. S. ARMY

VIBRATION, PRESSURE AND AIR-DEMAND TESTS IN FLOOD-CONTROL SLUICE, PINE FLAT DAM KINGS RIVER, CALIFORNIA

MISCELLANEOUS PAPER NO. 2-75

t„r~,V01'1.

CONDUCTED FOR

OFFICE, CHIEF OF ENGINEERS

WATERWAYS EXPERIMENT STATION

VICKSBURG, MISSISSIPPI

FEBRUARY 1954 v

SUMMARY

During the construction of Pine Flat Dam a complete piezometer system and air-demand measuring facilities were installed in the outlet works. In the summer of 1952, when substantial discharges were passed through the sluices, field measurements were made of: vertical and flexural vibration of a sluice slide gate; fluctuations of the vortex trail; pressures in the sluice intake, on a gate leaf, on the liner, in the conduit and on the tetrahedral deflector; and of velocities in the air vent. Measurements of vertical and flexural vibration made with accelerometers attached to the gate leaf indicate no dangerous conditions. Small negative pressures were found to occur on the downstream face of the 45-degree gate lip; however, the pulsations of the vortex trail shed by the gate did not cause unstable oscillations. The results of pressure measurements on the intake curve compare favorably with model investigations of similar conduit intake shapes. The pattern of pressures obtained from tests at seven different pool elevations are similar. In all cases the hydraulic grade line intersected the downstream exit at the conduit roof. The results of the air-demand tests substantiate current air-vent design criteria. CORPS OF ENGINEERS. U. S. ARMY a

VIBRATION AND PRESSURE-CELL TESTS FLOOD-CONTROL INTAKE GATES, FORT RANDALL DAM, MISSOURI RIVER, SOUTH DAKOTA

C W I ITEM NO. 804

ANALYSIS OF HYDRAULIC EXPERIMENTAL DATA FOR THE DEVELOPMENT OF DESIGN CRITERIA

n ICI ICI

TECHNICAL REPORT NO. 2-435

CONDUCTED FOR

OMAHA DISTRICT, CORPS OF ENGINEERS

AND

OFFICE OF THE CHIEF OF ENGINEERS v o Goy NZ 6Y

WATERWAYS EXPERIMENT STATION VICKSBURG. MISSISSIPPI

JUNE 1956 vii

SZJMNARY

Prototype tests of the hydraulic performance of one of the dual intake gates of a 22-ft-diameter, flood-control tunnel at Fort Randall Dam were made in an effort to determine the cause of damage to the gate rollers and tracks which was noted after the tunnels had been operated for a year. The investigations included three separate field measurements at heads of 79, 97, and 110 ft on the gate sill, with various combinations of gate openings. Vibration of the riverward gate was measured in both the horizontal and vertical planes with accelerometers, and pressures on the gate leaf were measured with electric pressure cells. Water-surface elevations in the gate well were observed with an electrode-sounding device. The magnitude of vibration in both planes was small. Frequencies near the computed natural frequency in the vertical plane occurred at gate openings in excess of 60 per cent. Pressures on the gate leaf were positive throughout except for small negative forces on the downstream face at some openings, and pressure fluctuations were small except at openings where the cells were near the tunnel roof. No sudden changes in water- surface elevations occurred in the gate well. Pressures on the gate and water-surface elevations in the well are presented in a manner to facilitate estimating hydraulic downpull and uplift forces on the gate. 11471/ 7/0 C-/

TECHNICAL REPORT H-71-6

HOWELL-BUNGER VALVE VIBRATION SUMMERSVILLE DAM PROTOTYPE TESTS

by R F. M. Neilson

Sponsored by U. S. Army Engineer District, Huntington Wiulul:1:~`1

This report presents data obtained during prototype tests concerned with the vibration of a 106-3/4-in.-diam Howell-Bunger valve at Summers- ville Dam, Gauley River, W. Va. Prototype measurements include both dynamic and time-averaged values of pressures in the flow and strain at locations on the valve structure. Transverse, vertical, and peripheral accel- erations were measured at the downstream end of the valve cone. The data were recorded simultaneously on analog magnetic tape and on oscillograph charts. Data reduction was by scaling the oscillograph traces and by using electronic analog equipment to perform linear spectral density, amplitude density, and cross-correlation analyses on the magnetic tape data. The results include information on (a) discharge characteristics of the Summers- ville outlet works, (b) evaluation of the nature of the pressure fluctuations in the flow, and (c) evaluation of the nature of the vibration (including approximate natural frequency values) of the valve at the strain gage and accelerometer locations. The primary conclusion regarding the vibration is that the significant strain fluctuations are caused by low- frequency pressure fluctuations buffeting the valve. These frequencies are well below the natural frequencies of the structure.

2 R 201 704 Uppal, H L; Gulati, T D; and Paul, T C CAVITATION IN HIGH-HEAD OUTLET CONDUITS Paper, IAHR, 11th Intl Cong, Leningrad, 1965. Irr & Pwr Res Inst, Punjab, India, 18 p, 9 fig, 2 tab, 8 ref DESCRIPTORS-- *cavitation/ energy dissipation/ hydraulics/ vapor pressures/ hydraulic models/ laboratory tests/ foreign design practices/ outlet works/ hydraulic similitude/ hydraulic structures/ hydraulic engineering/ vents/ conduits/ velocity/ model tests/ air demand/ vibrations/ discharges/ high pressure gates/ pressure conduits/ negative pressures IDENTIFIERS-- high velocity/ *cavitation control/ foreign research/ India/ Bhakra Dam, India

U.S. DEPARTMENT OF THE INTERIOR - BUREAU OF RECLAMATION CURRENT AWARENESS PROGRAM - SELECTIVE DISSEMINATION OF INFORMATION To: Region: Location:

Note: This card can be filed for easy retrieval. Document requested See Instructions on reverse side. 1 1 1 1 1 1 1 -F 1 1 T 1 F l I 7 I F i I F I I T 1 F T —I R 201 704 CAVITATION IN HIGH-HEAD OUTLET CONDUITS Operation of gated outlet conduits under high heads has resulted in serious cavitation damage produced by high negative pressures. The only known effective way to avoid cavitation is through introduction of air at appropriate locations. This paper covers experimental methods to supply air at the gate with a 180 deg spread for cavitation-free operation. A model for Bhakra Dam was tested to investigate operation of 102-in.-dia (horseshoe section) outlet conduit under heads equivalent to 365 ft of water. The model gave higher values of air-water discharge ratio than the Kalinske- Robertson and Campbell-Guyton suggested design curves. Experiments show that no relative velocity of airflow and waterflow exists, but air drawn depends mostly on water discharge. Discharge ratio observed was-found to be independent of velocity head between 40% gate opening and full opening. Experiments showed gate vibration, due to existence of low pressures, di- minishes on supplying air, and air vents should distribute air over large angles with spreading enveloping the entire ,jet. R205722 72A Ripken, J f and Hayakawa, N

CAVITATION IN HIGH-HEAD CONDUIT CONTROL DISSIPATORS

Proc Am Soc Civ Eng, J Hydraul Div, Vol 98, No HY1, pp 239-256, Jan 1972. 18 p, 12 fig, 14 ref, append University of Minnesota, Minneapolis; University of Waterloo, Ontario, Canada DESCRIPTORS_/ *cavitation/ cavitation control/ cavitation index/ flow Patterns/ *cavitation noise/ cavitation resistance/ laboratory tests/ aeration/ hydraulics/ fluid dynamics/ head losses/ *energy dissipators/ model studies/ scale effect/ high head/ *outlet works/ air demand/ test results/ vibration/ vortices/ orifices/ acoustics/ erosion IDENTIFIERS--/ Canada/ cavitation parameters/ expansion chamber

I I I I I I I I I I I I I I I I I I I I I I R205722 72A CAVITATION IN HIGH-HEAD CONDUIT CONTROL DISSIPATORS Design of flow control-energy dissipators to discharge flood excesses or outlet releases becomes more critical as the head increases. Laboratory findings from a study to establish a safe and economical control- dissipator module are presented. The basic jet was discharged through a valved, sharp-edged 3.25-in. dia circular orifice into a concentric cylindrical expansion chamber 6 in. in dia. The study focused on mini- mizing the module through extending the acceptable limits of operation by allowing substantial cavitation. Investigations showed that boundary damage generally occurs only when the cavity begins to collapse within one cavity diameter of the boundary. Currently no reliable method exists for predicting the absolute cavitation resistance of a given material from its physical properties. Incipient cavitation characteristics were determined visually and acoustically. Thirteen conclusions are summarized, subject to confirmation with prototype heads. R205474 71A Tullis, J P

CHOKING AND SUPERCAVITATING VALVES

Proc Amer Soc Civ Eng, J Hydraul Div, Vol 97, No HY12, pp 1931-1945, Dec 1971. 15 p, 9 fig, 10 ref, 2 append

Colorado State University, Fort Collins DESCRIPTORS--/ fluid mechanics/ *cavitation/ *valves/ *pipe flow/ hydraulics/ pipelines/ vibration/ erosion/ field tests/ water vapor/ scale effect/ cavitation noise/ cavitation control/ water column separation/ discharge coefficients/ *hydraulic valves

IDENTIFIERS--/ pipeline surges

I I 1 I I I I I I I I I I I I I I I I I I I 1 R?05474 71A CHOKING AND SUPERCAVITATING VALVES Certain valve applications can cause a choking flow or supercavitation downstream, resulting in unsatisfactory performance. Valves choke when the mean pressure immediately downstream drops to vapor pressure. For a given upstream pressure, the maximum discharge through the valve has been reached. Vibrations, noise, and erosion damage, caused by cavitation, reach peak intensity near the choking point. When the entire pipe cross section for several diameters below the valve is filled with water vapor, supercavitation occurs. With collapse of the vapor pocket, vibrations, noise, and erosion potential occur, remote from the valve. The conditions under which a valve will choke or supercavitate can be predicted from information provided. Data are presented for ball, gate, globe, and butterfly valves in sizes 1 through 16 in. Testing covered pressure ranges of 15 to 260 psi. Scale effects on choking cavitation attributed to variations in size and pressure are negligible. R205555X71A Goldfinch, R F

A LABORATORY INVESTIGATION OF DISPERSION OF THE JET FROM A FIXED-CONE JET-DISPERSION VALVE DISCHARGING INTO A BODY OF WATER

Inst Eng, Aust, Civ Eng Trans, Vol CE13, No 2, pp 79-86, Oct 1971. 8 p, 6 fig, 3 tab, 8 ref, append

Commonwealth Department of Works, Canberra, Australia

DESCRIPTORS-_/ needle valves/ *laboratory tests/ energy dissipation/ *dispersion/ vibration/ noise (sound)/ *jet diffusion/ regulated flow/ velocity/ hydraulic valves/ hydraulic design/ hydraulic machinery/ *penetration/ theory/ foreign research/ test results/ impact/ valves

IDENTIFIERS--/ *Howell-Bunger valve/ small reservoirs/ valve vibration/ Australia

R205555X71A DISPERSION FROM A FIXED-CONE JET DISPERSION VALVE An investigation was made by the Melbourne & Metropolitan Board of Works to find a valve system suitable for discharging water downward at a high velocity into service reservoirs. The investigation showed that fixed- cone jet dispersion valves discharging into the atmosphere under controlled conditions may be used to deliver water into service reservoirs without causing severe vibration, noise, spray, or cavitation. The energy of a high velocity jet discharging downward from a fixed-cone jet dispersion valve can be dissipated in a relatively confined volume of water without using a special energy-dissipating structure. Methods are given for determining the shape and dimensions of the dispersion zone in which the energy of the jet is dissipated, and the average velocity of the jet at any likely point of impact with the floor or sides of the reservoir. Optimum performance of the 90 deg cone type valve can be achieved when the ratio, height of the apex of the cone above the surface of water in the reservoir to jet thickness, is about 60 for the valve fully opened. J stability of vertically movable gates

paper presented at the Symposium on . Practical Experiences with Flow-Induced Vibrations, Karlsruhe, September 3-6, 1979

s A. Vrijer

n~~f~lin~+inn nei 777 STABILITY OF VERTICALLY MOVABLE GATES A. Vrijer Project Engineer Locks, Weirs and Sluices Branch Delft Hydraulics Laboratory, the Netherlands

SUMMARY This paper describes the theoretical and model-investigation of gates with lower edges which cause a stable or unstable behaviour. The dynamic behaviour of the gates in this investigation is determined primarily by the pressure fluctuations at the gate opening caused by discharge fluctuations. The pressure fluctuations exert a force on the gate lower edge, causing an extra vertical force on the gate. If the extra force acts in the direction opposite to the direction of movement of the gate the gate behaviour is stable; if the extra force acts in the same direction as the direction of movement of the gate the gate behaviour is unstable. 1. INTRODUCTION Various publications have appeared on the prevention of vibrations of vertical lift gates, which vibrations are most probably induced by flow-separation at the lower edge. Sharp gate edges turn out to be efficient in suppressing the phenomena, except when the gate raise is of the same order as the edge thickness. In- vestigators have directed their attention in particular to the frequency range of turbulent pressure variations without vibration of the gate. The mechanism of feedback of vibrations is little investigated: to be mentioned are [1], [2], [3], [41 and [5]. [5] describes the unstable behaviour of vertically movable L- shaped gates. This paper is a sequel of [5] and describes the search for shapes of lower edges of gates that are more stable. 2. THE MECHANISM 2.1 The situation The investigation relates to vertically movable gates, that are suspended from a spring. The water flows under the gate.

b = lip width w = width of the gate S = gate raise Q = discharge AH = local head of the gate F = hydrodynamic force h = upstream waterdepth h = downstream waterdepth

FIG. 1 THE SITUATION Suppose that there is an incidental impact causing the gate to start vibrating. The gate raise fluctuations will cause discharge fluctuations. Due to discharge fluctuations the local pressure difference across the gate AH, and the vertical force, F, on the gate will fluctuate, too. With stationary vibration: iwt gate raise d = S + y e 0 iwt discharge Q = Q + Q,e 0 wt pressure difference AH = AH + AH'ei 0 hydrodynamic force F = F + F'eiwt 0

- 1 -

L,BRPR~

11g6`~ JuL t,o~, ot Re~~~maa BUCeaUDen ve C,

R203847X69A Diaz, Jesse M and Jain, Ravinder K

VIBRATION ANALYSIS OF PUMP DISCHARGE LINES

Pap, Amer Soc Civ Eng Nat Meet Water Resour Eng, New Orleans, La, Feb 1969. 40 p, 6 fig, 1 tab, 16 graph, 6 ref, append s State of California Department of Water Resources and Development and Resources Corp, Sacramento DESCRIPTORS--/ *discharge lines/ *pumps/ pumping plants/ *vibrations/ 9' resonance/ pipelines/ natural frequency/ pressure/ kinetic energy/ velocity/ oscillation/ deflection/ analysis f IDENTIFIERS--/ *pipeline surges/ *stiffeners/ *vibration control/ :j amplitude/ propagation

~1aj I I I I I i R203347X69A VIBRATION ANALYSIS OF PUMP DISCHARGE LINES A method for determining the critical spacing for stiffener rings on exposed pump discharge lines under internal pressure is outlined. The analysis includes all parameters affecting the natural frequency of a discharge line. Using stiffener rings is not the only method of preventing vibrations in discharge lines, but is normally the most convenient for controlling or correcting vibrations in existing installations. Stiffener rings are assumed to act as simple supports that are free to rotate. This assumption is conservative and results in no great sacrifice to the economy of the project. Calculations made on the basis of a shell of infinite length whose bending stiffness is determined by the stiffeners acting with an effective length of the shell indicate the cross-section size of required stiffeners to be smaller than practical from a fabrication standpoint. Stiffeners rectangular in cross section that are large enough to satisfy fabrication requirements should he used, the minimum size being approximately 6 in. by 1/2 in. A criterion for avoiding resonant conditions in pipelines is given. 3 self-exciting gate vibrations

invited lecture delivered at the Seventeenth Congress of the International Association for Hydraulic Research, Baden-Baden, August 15 -19, 1977

P.A. Kolkman

ni ihliratinn Tyra IRS INTERNATIONAL ASSOCIATION FOR HYDRAULIC RESEARCH

SELF-EXCITING GATE VIBRATIONS (Subject C.c.)

Invited lecture by P.A. Kolkman

Head of the Locks, Weirs and Sluices Branch of the Delft Hydraulics Laboratory, Netherlands and research officer at the Delft University of Technology

AMY 11

A theory of self-exciting gate vibrations is presented, which is valid for culvert valves and sluice gates. It describes the interaction of three elements: gate movement, forces due to flow around the gate, and fluid inertia upstream and downstream of the gate. Especially last named element is typical for gate vibrations. As an illustration of these elements a bathtub plug is introduced. An indication for unstable vibrations is the "instantaneous hydrodynamic counterrigidi- ty", which leads to the conclusion that for an underflow type of gate the suction force is the essential cause of self-excitation.

SOMMAIRE

Une theorie est presentee sur les vibrations auto-excitantes des vannes, valable pour des vannes d'aquaduc et pour des vannes d'e"cluse. Elle decrit 1'interaction entre trois ele'.ments: la vanne vibrante, les efforts dus a 11 ecoulement autour de _.~ la vanne et 1'inertie du liquide en amont et en aval de la vanne. C'est le dernier element en particulier, qui est typique pour les vibrations des vannes. Comme illustration des ces elements, un bouchon de Bain est introduit. Une indication pour les vibrations instables est fournie par le phenomene de la "contre-rigidite hydrodynamique instantanee". Pour une vanne oa le debit passe par dessous, cela mene a la conclusion que 1'effort de succion est la cause essentielle de 1'auto- excitation. WRC-0669 ~~ Septeer 1969

A STUDY OF FLOW CONDITIONS IN SHAFT SPILLWAYS

5 YUSUF G. MUSSALLI AND M. R. CARSTENSS

Completion Report OWRR Project No. B-022-GA Initiated: October 1, 1967 Completed: e ept er—M. 1969 ;

The work on which this report is based was supported by the School of Civil Engineering, Georgia Institute of Technology, and by the Department of the Interior, Office of Water Resources Research, as authorized under the Water Resources Research Act of 1964 (P.L. 88-379). The project was administered through the Water Resources Center of the Georgia Institute of Technology under provisions of P.L. 88-379.

SCHOOL OF CIVIL ENGINEERING in cooperation with WATER RESOURCES CENTER

GEORGIA INSTITUTE OF TECHNOLOGY, ~- ATLANTA, GEORGIA 30332 SUMMARY

The objective of this investigation is to study the flow conditions in shaft spillways in order to develop design information.

An extensive review of literature of vertical-shaft spillways is presented. The horizontal conduit is designed to flow partly full at all discharges, since the transition from partly-full to full-pipe flow (sealing) is accompanied by vibrations of the structure and surging of the flow. The major effort of this investigation was to determine experi- mentally the flow conditions associated with incipient sealin; in the horizontal leg of the spillway.

The experimental study was done in a 4 in.-by-4 in. square conduit with three different circular bends, with various deflectors, and with various concentrations of air admitted with the water falling down the vertical shaft.

Sealing depends on the Froude number of the flow in the horizontal conduit. To maintain partly-full flow, more space is needed above the water-flow area with an increase of Froude number. With short-tube control, the ratio of the radius of curvature along the centerline to the bend diameter, r/Db, and the deflector thickness at the crown of the bend determine the water-flow area in the horizontal conduit.

Ventilation of the conduit delays sealing while aeration of the water flow hastens sealing. With weir control, waves on the flow surface hastens sealing and highly aerated flow delay sealing. Ratios of radius of curvature along the centerline to the bend diameter, r/Db, larger xix

than 2.0 are recommended, since bends of larger ratios of r/Db generate

less waves.

A general discussion on shaft spillways is presented covering:

vertical versus inclined shaft spillways, free versus submerged inlet, :ions 0 partly-full versus full conduit, conduit-size determination, bend curva-

s ture, and air demand. Design examples are also presented.

The results of this study are not aimed to eliminate the need all a of model studies but rather to enable the designer to make better initial eal- a designs.

lit R20305oX68A Amorocho, J; DeVries, J J; Curry. a TTIF.AULIC STUDIES CF TIM TZHACHAP'= ?Ubf_vL`SC _'LAal MIKE CFA PNEL Asi MANIFOLD

Proc, western Water Power Symp, gp 3-19-D-34, Apr 1968. 16 p, 11 fig, 1 tao, 5 re' University of California, Davie; CaliforniaState _=_partmen Cf Vat— Resources, Sacramento DESCRIPTORS--/ hydraulic models nycirat.i_._- ou•~:_s __...., ::% •n•.,~~'_ testa *-intake structures/ pump_ _s Plante_ iliOC 1ara,'P9/ ' 0r''I Sf ~ z intakes/ turbulent flow/ vibr ticns/ elf P i_:.;:Cieb :esonanca; Rey- old-, number/ safety/ transitions ~s~ract yes} canci IDENTIFIERS-/ *manifolds/ Tehach-svi Fv=n Elan. Cal_!,, hy6-a*ulic desig::' California Aqueduct/ *•spllttern! California State water Proj/ California

U.S. DEPARTMENT OF THE INTERIOR • WATER RESOURCES SCIENTIFIC INFORMATION CENTER CURRENT AWARENESS PROGRAM • SELECTIVE DISSEMINATION OF INFORMATION

Document Requested . Retain this card for your files. i _1_ 1_

R20305OX68A TEHACHAPI PUMPING PLANT INTAKE STRUCTURES The Tehachapi Pumping Plant will provide the major lift of water carried by the California Aqueduct from Northern California over the Tehachapi Mountains to Southern California. The 14 pumps will have design discharge of 4,100 cfs at approximately 1,940 ft head. Detailed hydraulic model studies of several alternative designs were performed to select an adequate configuration for the pumping plant intake area. Investigations were conducted on the effects of various pump manifold arrangements on energy losses. A dimensionless loss coefficient was used to establish the energy balance for junction systems with multiple- flow input elements. Studies performed for selection of the intake transition and manifold configurations are discussed. Other investigations are being conducted to determine optimum combinations of pumping units for minimum overall energy losses and assessment of the action of pressure fluctuations in creating fluttering conditions at manifold junctions. R202688 67A Uppal, H L; Gulati, T D; Sharma, B A D A STUDY OF CAUSES OF DAMAGE TO THE CENTRAL TRAINING WALL BHAKRA DAM SPILLWAY. Jour of Hyd Res, Vol 5, No 3, pp 209-224, 1967. Irrig & Pwr Res Inst, Punjab, India, 16 p, 8 fig, 2 tab DESCRIPTORS-- *training walls/ *damages/ concrete dams/ hydraulic models/ *spillways/ piers/ models/ piezometers/ oscillographs/ turbulent flow/ turbulence/ hydraulic ,jumps/ flow/ pressures/ pressure measuring equip/ *failure (mechanics)/ vibrations/ nappe/ water surface profiles/ eddies/ hydraulics/ foreign design practices/ air entrainment IDENTIFIERS-- *Bhakra Dam, India/ *differential pressure/ flow patterns/ India/ foreign research

U.S. DEPARTMENT OF THE INTERIOR • WATER RESOURCES SCIENTIFIC INFORMATION CENTER CURRENT AWARENESS PROGRAM • SELECTIVE DISSEMINATION OF INFORMATION

Document Requested . Retain this card for your files.

R202688 67A SPILLWAY TRAINING WALL DAMAGE AT BHAKRA

Flood water overflow destroyed a portion of the center training wall of the Bhakra Dam spillway in August 1958• The center training wall (20 ft thick at the base and 5 ft thick at the top) had been constructed to facilitate spillway repairs and designed to withstand the maximum head that would be experienced while repairs were in progress. After the loss of part of the wall, hydraulic model studies were made to determine the cause of the failure. Results showed that turbulence occurring in the hydraulic ,jump region, accompanied by high vibrations near resonant frequency and rapid differential pressures from 20 ft on one side of the wall to 20 ft on the opposite side, caused the collapse. Pressure cells and an oscillograph were used to measure the instantaneous fluctuations of pressure on the two sides of the wall for various flood flows. WASHINGTON STATE INSTITUTE OF TECHNOLOGY BULLETIN 260

PENSTOCK TRIFURCATION

John S. Gladwell

and

E. Roy Tinney

Prepared for PORTLAND GENERAL ELECTRIC COMPANY Portland, Oregon

DIVISION OF INDUSTRIAL RESEARCH WASHINGTON STATE UNIVERSITY PULLMAN WASHINGTON PREFACE

On November 10, 1961, The R. L. Albrook Hydraulic Laboratory, a part of the Division of Industrial Research of Washington State University, entered into an agreement with the Portland General Electric Company of Portland, Oregon to "furnish engineering services in connection with model tests for trifurcation works for the Round Butte Hydroelectric Development." The specific work required was to be as directed by the Bechtel Corporation, Engineers for the Portland General Electric Company. A communication from the Bechtel Corporation stated the objectives of this investigation as follows:

"The purpose of the model testing is to determine the possible occurrence at the trifurcation of pressure fluctuations which may lead to vibrations of the structure. In addition, the testing should include measurements of head loss through the trifurcation. The trifurcation should be tested at all possible combinations of flow through the three units up to a maximum of 6,000 cfs per unit. Testing of alternate shapes of the trifurcation will be carried out as necessary to obtain a shape which is satisfactory both hydraulically and structurally."

Shortly after the contract confirmation, Dr. E. Roy Tinney, Head of the Albrook Hydraulic Laboratory, designated Mr. John S. Gladwell, Assistant Hydraulic Engineer, as the project engineer for the laboratory investigations, Design and construction of the model were started immediately and the installation was completed December 29, 1961, The testing program was then commenced and was divided into two sections: (1) energy loss studies, and (2) pressure fluctuations investigations. TO paper no. ~r THE AMERICAN SOCIETY OF 57-PET--16 O` FMECHANICAL ENGINEERS r ( 29 W E S T 3 9 T H S T R E E T . N E W Y O R K 1 8, N. Y .

PRESSURE SURGES IN PIPELINES t 3

E. J. Waller ,. Assoc. Member ASME Asst. Prof. of Civil Engineering 2- Oklahoma State U..n iq-@ Stillwater, Oklahoma

NOTICE: °TII1S MATERIAL MAYBE P13CTEUED

BY COPYRIGHT 17yE IT

Contributed by the Petroleum Division for presentation at the ASME Petroleum Mechanical Engineering Conference, Tulsa, Oklahoma, September 22-25, 1957• (Manuscript received at ASME Headquarters July 15, 1957•)

( Written discussion on this paper will be accepted up to October 28, 1957•

t (Copies will be available until July 1, 1958)

2881-57

f The Society shall not be responsible for statements or opinions advanced in papers or i in discussion at meetings of the Society or of its Divisions or Sections, or printed in ABSTRACT

A quantitative investigation of pressure surges in pipelines has been carried out at Oklahoma A.and M. College during the past seven years. This paper presents a resume of the major theoretical and experimental results. The main area of research has been concerned with the complex fluid vibrations from a plunger type pump. A theoretical solution of the equations of motion is presented along with the discussion of the procedure used in their verification. The experimental verification was carried out on a laboratory size line 12 in. diam and 2100 ft in length and at an actual field pipeline station. R205430 70A Hecker, G E and Elder, R A

DESIGN AND TESTING OF THE NICKAJACK MULTI-LEAF GATE SYSTEM

Pap, Int Assoc Hydraul Res Symp, Stockholm, Sweden, Trans, Part I, 1970. 12 p, 9 fig, 2 ref

Stone h Webster Engineering Corp, Boston, Mass; Tennessee Valley Authority, Norris DESCRIPTORS--/ hydraulic gates/ *bulkhead gates/ *emergency closures/ *model tests/ instrumentation/ friction/ *prototype tests/ vibration/ external forces/ discharge (water)/ test results/ oscillations/ gates/ *intake gates

IDENTIFIERS--/ Tennessee Valley Authority/ leaf gates/ gate leaves/ Nickajack Dam, Tenn/ lifting devices

- . T ..-1 - -.F . F--F-1 I' • -1- I I I i I T -•f--- -T • - i• -i- R205430 70A NICKAJACK MULTILEAF GATE SYSTEM--DESIGN AND TESTING The Nickajack multileaf gate system was designed to effect an emergency closure of turbine intakes at flows up to runaway discharge. A beam suspended by wire cable from a crane is used to position each of the 6 gates for 1 intake-2 gates in each of 3 bays. Because the lifting beam and lower gates are completely immersed in the flow, force oscillations may occur and flow interaction between the beam and gate may induce premature release of the gate or prevent beam removal from a positioned lower gate. Particular attention was given to frictional forces to prevent the gates or beam from stopping prior to seating. Model tests were used to develop the beam and gate design; prototype tests were conducted to verify gate system effectiveness and to check model testing techniques. During prototype tests a complete turbine closure was made for an initial flow of 10,000 cfs. No vibrational problems were encountered, and model and prototype test results showed good agreement. Test results are discussed. R205274 71A Robertson, R A and Ball, J W

MODEL STUDY OF POWER INTAKE GATE OF MOSSYROCK DAM

Proc Amer Soc Civ Eng, J Hydraul Div, Vol 97, No HY7, pp 889-906, July 1971. 18 p, 16 fig, 1 ref, append Western Canada Hydraulic Laboratories Ltd, British Columbia, Canada

DESCRIPTORS--/ *roller-mounted gates/ *gate control/ *gates/ *model studies/ hydraulic structures/ hydraulic models/ shafts (machinery)/ penstocks/ correction/ design/ closures/ friction tests/ friction/ damages/ movement/ *prototype tests/ vibration/ failure/ test procedures/ uplift pressure IDENTIFIERS--/ Mossyrock Dam, Wash

R205274 71A MODEL STUDY OF POWER INTAKE GATE OF MOSSYROCK DAM The roller-mounted power intake gate on Mossyrock Dam fulfills 2 functions: close against maximum flow should the wicket gates fail, and fill the penstock and shaft through a small gate opening. When the gate was opened for the initial filling of the penstock, the gate catapulted high in the gate shaft, fell, and rebounded. Extensive damage to the gate, embedded sill, and the operating mechanism resulted. Tests were made on a 1:26 scale model of the gate and penstock to ascertain how each of the forces contributed to the cata- pulting action and to develop corrective measures. The model tests showed that the gate was catapulted up the shaft 50 ft. Major altera- tions to the gate shaft base would be required to prevent this action but were considered impractical for this installation. Conditions causing the model gate to stop at small openings while descending at slow speeds during simulated emergency closures are examined. Measures to assure model-prototype similarity and comparisons of model and prototype test data are presented. VORTEX-INDUCED VIBRATIONS OF STRUCTURES

Thesis by Shawn Anthony Hall

In Partial Fulfillment of the Requirements for the Degree of Doctor of Philosophy

California Institute of Technology Pasadena, California

1981

(Submitted on December 22, 1980) I-i 11,01 l IJIl it li

Vortex-induced oscillations, often of concern when a bluff structure is exposed to fluid cross-flow, are considered herein using a semi-empirical model- ing approach. Based on the fluid momentum theorem, the model involves a highly simplified abstraction of the complex flow field, and major assumptions concerning the nature of the coupling between the fluid and the oscillating stru cture.

Three prototype problems are studied, including harmonically forced cylinders, spring-mounted cylinders, and taut elastic cables; in each case the structure is assumed to be of circular cross-section and situated in a uniform cross-flow. Only oscillations transverse to the flow are considered. The problem of modal interaction for elastic cables, typically of interest when the fluid flow excites high-mode-number resonances, is given particular attention.

The model produces a set of nonlinear, ordinary differential equations describing the coupled fluid/structure oscillations. Steady-state oscillatory solutions to these equations are found analytically and are examined for stability. Using various regression techniques, the steady-state solutions are then fit to experimental data for forced and spring-mounted cylinders. Finally, the model's predictions for elastic cables are used to postulate a qualitative picture of modal interaction, certain features of which have been observed experimen- tally. 3 4rk ENGINEERING APPROACH TO TUBE FLOW-INDUCED VIBRATIONS by C. R. GERLACH Hydro-Mechanical Systems Section and F. T. DODGE 15~ Department of Mechanical Sciences -7Southwest Research Institute .2. San Antonio, Texas

ABSTRACT X - displacement xo - tube vibration amplitude This paper presents a critical review of existing open literature - damping ratio, see Eq. (14) for flow-induced vibrations, and points out to what extent this 0 - phase angle of vortex force relative to tube motion information may and may not be applied to heat exchangers for the V - fluid kinematic viscosity cross-flow situation. Particular attention is given to the critique of p - fluid mass density available vortex force data, the form it is presently in, and the influence of tube vibration amplitude. Next, the paper presents a INTRODUCTION fresh approach to the heat exchanger tube problem, drawing heavily on experience gained in the study of flow-induced vibrations of other Flow-induced vibrations of tubes in heat exchangers have been a types of structures. This new approach will emphasize the design problem for many years. A recent survey by Nelms and Segaser( ) aspects of the problem, largely neglected to this point, and will aim presents brief case histories on failures in several installations, and at the -development of a method for the prediction of critical area these results dramatically emphasize the magnitude of this problem stress levels and vibration amplitudes of tubes in heat exchangers. area. In very blunt terms, these failures must be attributed to inade- This new approach is based on the use of an effective vortex force quate heat exchanger design practices which do not always preclude coefficient which conveniently eliminates the need for describing the possibility of flow-induced vibrations in new heat exchanger con- vortex force in terms of an amplitude and a phase angle relative to figurations. The designer is not totally at fault, however, since avail- tube motion. Available data are used to show preliminary values of able technical literature dealing with tube vibrations falls far short of the effective vortex force coefficient which is argued to be a function giving the information really needed, and. in some cases, the available of only the tube stiffness and size, system damping, and fluid veloc- data are misleading. ity and density. The present paper deals only with the cross-flow problem and NOMENCLATURE has been written with the designer in mind. The objectives of the paper are essentially twofold: first, to critically review the existing b - damping for lumped model in Fig. 8 open literature of flow induced vibrations and point out inadequacies C, - effective vortex force coefficient and problem areas from an engineering or design point of view; - reduced effective vortex force coefficient second, to present or suggest a new approach which might be taken, C ~, L vortex lift coefficient, see Eq. (3) with the end result leading to a reliable design procedure for heat d - tube internal diameter exchangers. This new approach is based on work by one of the D - tube external diameter writers, and his colleagues( _3), to study and define flow induced E - tube elastic modulus vibrations of metal bellows, which has been a critical problem area f - frequency for liquid-fueled launch vehicles. The basic phenomena of flow f - vortex shedding frequency excitation of bellows is identical with that of heat exchanger tubes. tube lateral mode nth vibration frequency The work on bellows has now progressed to the point where reliable FL - vortex lift force predictions of vibration amplitudes and stress levels can be made. We F. - vortex force for lumped model in Fig. 8 are convinced that the same type of approach will work equally well k spring rate for lumped model in Fig. 8 for heat exchanger problems. Q - tube length Q,. - correlation length for vortex shedding BACKGROUND INFORMATION AND TYPICAL nt - equivalent mass for lumped model in Fig. 8 TEST RESULTS P a parameter defined in Eq. (16) Q - dynamic amplification factor To provide a firm foundation for subsequent discussions of heat /lr Reynolds number exchanger tube vibrations, it is desirable at this point to look care- S - Strouha► number fully at the physical picture of vortex excitation of an elastic (or t - time elastically restrained) cylinder. Consider, therefore, a tube which is V fluid velocity contained within a tube bank and which passes through tl.o support V„ - fluid velocity for tube maximum vibration amplitude con plates, as shown in Fig. 1. The manner in which the tube is supported - ..._..._z~.. ~ — _ _ .._. ~ _ ..,E:=s.~:...:.c_:~ .: •'::.~.art~.....-~.__i~e:c«:'s~ r.:....a~t._._ ..n.~...:_:.,~.~w ..,_,..-i,w~..,,,.e.`. I

Joln•nal of Sound and Vibrarion,(1973) 29(2), 169--188' T Ih

l ON VORTEX EXCITATION OF MODEL PILES IN WATER ; Ej

R. KrNG AND N1. J. PROSSER. ;1 nd I 611RA Fluid En;iueerhk,,_ Cratifeld, Bedfurd VIK43 OAJ, England l j 1 SAND T i! D. J. JOHNS Department of Transport Technology, Un.!cersity of Techtto!ogy, Loughborough Lc 11 3TU, England •i;e ~ ~I

(Receised 30 December 1972) t.d

rO O'` An investigation h:cs been made to determine the nature of flow-induced oscillations in ] water of circular cylindrical model piles typical of full-scale marine structures. Wind liI induced oscillations of cylinders usually result in motion normal to the direction of c k approach flow; in water, oscillations can be excited in the cross-flow and in-line directions. 1n this paper, a brief review of some of the relevant published literature is followed by a preseptation and discussion of the experimental results obtained from the tests at B14RA. + Reference is made to full-scale data where appropriate. Fundamental oscillations of free- i , ` enced cantilevers were studied in the in-line and cross-flow directions; second normal - mode oscillations were also observed in the in-line direction. The second normal mode -'vas t„ Of particular Practical interest because it approximated the ciamped--pinned condition :. mor:, frequently encountered in full-scale applications. The results showed that two distinct ~. types of instability Occurred. These are discussed in some detail and, based on measurements 's of wake frequencies and pile responses, possible- mechanisms of excitation and stability t criteria are proposed. a

l'I

1. INTRODUCTION t t T1. GENERAL 1 = ! The increasing interest in flow-induced oscillations of pile-supported marine structures can traced to two main sources. The li;;hter thinner materials used in modern welded structures ~. ? suffer from low structural damping and locating the piles in deeper water creates a reduction a;l in natural frequency and gr.•ater exposure to flow forces. Circular cylinders are convenient r f forms of piling since they have equal strength in all directions; however, their geometry is 1 known to promote complex local flow patterns which react by exerting periodic forces on I~ the surface of the pile. Cyclic loadin; at resonant frequencies can cause fatigue failures of completed or part-completed structures. To design against the consequences of flow-excited oscillations, design engineers must have prior knowledge of the criteria governing these. This paper 4s concerned w•iiii vibrational instability caused by vortex shedding; wave forces and other forms of excitation are not discussed. ~I

i 1.2. FLOW AROUND A STATIONARY CYLINDER The first attempt at describing the flow phenomena around a circular cylinder in quantitative terms has been credited to Strouhal [1, 1878]. Strouhal showed that the rate of shedding I 1 169 • '1 The Society shall not be responsible for statements or opinions advanced in papers or in discussion at meetings of the Society or of its Divisions or Sections, or printed in its publications. Discussion is printed only if the paper is published in an ASME journal or Proceedings. Released for general publication upon presentation. Full credit should be given to ASME, the Professional Division, $3.00 PER COPY and the author (s). ..00 TO ASME MEMBERS

3 Vortex Induced Vibration of Circular

Cylindrical Structures 3

5 ROBERT BLEVINS5 Hertz Foundation Fellow, California Institute of Technology, Pasadena, Calif.

A model for the vortex force on a circular cylinder in a uniform flow is developed which is valid for the subcritical Reynolds number range and vortex shedding at the natural frequency of the cylinder. The model, based on experimental evidence, shows that the vortex force increases with the amplitude of vibration as the span- 4 wise correlation of vortex shedding increases. The model is validated by comparison with experimental evidence.

Wormerly Mechanical Engineer at the Naval Ship Research and Development Center. Contributed by the Fluids Engineering Division of The American Society of Mechanical Engineers for presentation at the Winter Annual fleeting, New York, N. Y., November 26-30, 1972. Manuscript received at ASME Headquarters August 1, 1972. Copies will be available until September 1, 1973. 160-- / b'f. J. HYDRONAUTICS VOL. 9, Np ()C 0C-l-, /97S-. .i,.. Vortex-Induced Lift and Drag on Stationary and Vibrating Bluff Bodies

Owen M. Griffin' f- Naval Research Laboratory, Washington, D.C. ." 8 OF, or.. Several writers have recently proposed to predict the unsteady forces on and flowfields about stationary and '11 vibrating bluff bodies by approximating the flowfield with the classical formulations for the infinite and semi- lie infinite von Karman streets of staggered vortexes. This paper discusses the validity of certain of these models vl' and, in particular, the suitability of such models when the body is vibrating. Some new experimental results for the vortex strength and spacing in the wakes of vibrating circular cylinders are employed here to compute the lift coefficients which result from some proposed prediction models which are based on the von Karmen street for- mulation. The various contributions to the steady drag are also discussed. It is shown, based on some recent ex- uh` perimental results, that the drag on stationary and vibrating bluff bodies is predominantly vortex-induced. The von Kerman drag coefficients obtained from wake measurements are in good agreement with direct force measurements which were made on vibrating circular cylinders at Reynolds numbers between 80 and 4000.

Nomenclature body in terms of experimental results for the drag coefficient, a =cylinder amplitude of transverse vibration, peak- Strouhal number, and vortex spacing. A point raised in a to-peak, m recent paper= with regard to the various contributions to the Co =drag coefficient total drag is also discussed. It is shown, on the basis of recen- C1 3-6 CDK =von Kerman drag coefficient, Eq. (11) tly published results, that the drag on stationary and Ct, =lift coefficient vibrating bluff bodies is predominantly vortex-induced. d =cylinder diameter, m Some other writers'-a have also recently attempted to f =cylinder vibration frequency, Hz predict the forces on and flowfields about stationary and JS =Strouhal frequency of vortex shedding from a vibrating bluff bodies and airfoils by approximating the stationary cylinder flowfield with the classical expressions for the infinite and It' F = fluid force on a bluff body, Eq. (1), N semi-infinite von Kerman vortex streets. A thorough et- 'tr h =lateral spacing of vortexes, m position of these particular vortex configurations has been dam' %a' J =momentum contained -within a control volume, given by Synge,' Milne-Thomson, 10 and~Kochin, Kibel and Eq. (1), kg m/s Roze." eit i = longitudinal vortex spacing, m P =integrated pressure over the surface of a control The von Karman Models for the Lift and Drag W3 volume, Eq. (1), N The use of the fluid momentum equation, integrated over Re = Revnolds number, Ud/ v an appropriate control volume, was first employed by von al` S = flux of momentum through a control surface, Eq. Kerman (see Milne-Thomson 10 or Kochin et al.' ') and Synge` a" - -~ (1), N to determine the steady drag on a bluff, body. The momentum hl St =Strouhal number for vortex shedding from a equation in its integral form can be written for an arbitrary stationary cylinder, f d/u control volume as St' =wake capture Strouhal number for a vibrating Px,y,=(dJ_Yy Idt)+5.+Fs_,. (1) cylinder, f(a+d)/U U s =induced velocity for a street of vortexes, m/s where the subscripts x and y in this case denote directions a i U =incident flow velocity, m/s parallel and perpendicular to the incident freestream direc- Tr r = initial vortex circulation, Eq. (2), m 1 /s tion, and where F is the fluid force on the cylinder, P is the im P =fluid density, kg/mj pressure force on the control surface, S is the momentum flux vii v = fluid kinematic viscosity, m'/s through the control surface, and J is the momentum corn- CV bined within the control volume at any time t. st, The theoretical equation for the von Kerman drag coef- I he Introduction ficient CDK agrees well with experiments, both for station- ca ARECEIvT paper' which deals with the determination ary " and vibrating circular cylinders.; Since in computing the of the periodic lift force on a bluff body and a later steady drag the equation is integrated both gr discussion of the paper'- deserve some further comments and spatially over a control volume and temporally over a period di clarifications. The topics to be discussed here are the general of the vortex shedding, it is not surprising that good or validity of a proposed model' for predicting the unsteady for- agreement is obtained with such a gross feature of the system. re ces on bluff bodies, and the suitability of that model when the The insensitivity of the steady drag to the details of the ~N body is vibrating. Another point which deserves consideration flowfield becomes evident when one considers that both von St is the suitability of some empirical relationships which have Kerman and Synge obtained the same drag equation even cti TILL JOUR1iAI. OF T(I13 ACOUSTICAL SOCIL•'TY OF ASILRICA VOLUME 15, NUMBER 1 J Ci.':. V) i.3 pp. 41-43. The Damping of Large Amplitude Vibrations of a Fluid in a Pipe 3 R. C. BINDER.— School of 2rechanical Enginccringvpurdue lltersity, LufaycUc, Indiana (Iteccivcd 'lay 5, 1943)

IIehuholtz and Kirchhoff developed a theory for the damping in space of the small arnpii- I tulle vibrations of a fluid in a rigid cylindrical tube. Their work assumes laminar motion, and t1 gives values which are very low for m(Acrate and large pressure amplitudes. The present paper modifies the Helmholtz-Kirchhoff theory by the addition of an eddy viscosity term. This modi- lied theory gives fair agreement with measured values of the damping of large pressure amplitudes for air and carbon dioxide.

HE damping of the vibrations of a fluid in Consider any point x along a rigid cylindrical i a rigid cylindrical tube along its length tube filled with an elastic fluid. For a wa%•e may be appreciable and important for large traveling in the positive x direction, the particle pressure amplitudes. The damping may be velocity is negligible, on the other hand, for small pressure amplitudes. There is a fundamental question 4=A cxp [—ax] exp Ciro 1 t— )~, (I) regarding the magnitude of damping factors over dt a a wide range of conditions. Helmholtz and Kirchhoff developed a theo- where A is a constant and a is a "damping" or retical analysis of the damping for laminar "attenuation" factor. a has the dimensions of motion.' There is fair agreement between their (length)-I. theory and experimental results for very low Helmholtz derived the following relation for pressure amplitudes. The limit of application of viscous action only: their theory has not been established. It is known, however, that the Helmholtz-Kirchhoff theory a= gives very low values of darnping factors for da[?(p)11' (2) large pressure amplitudes. No general method Kirchhoff took into account the loss due to the for predicting the damping factors for these latter heat conduction to the wall of the tube. His cases is available. It would be helpful to have at treatment showed that the thermal diriusiviry least the order of magnitude of the factors. k/cp should be added to the kinematic viscosity, The following treatment modifies the Helm- to give holtz-Kirchhoff theory by taking into account [oj p, k inertia forces. The modified theory gives _ fair a (3) agreement with available experimental data. da2 PT Pc'

THEORETICAL RELATIONS About the only available complete test results The following notation is used: for large amplitude vibrations are those reported a velocity of pressure propagation by Lehmann.= Other investigators have reported c specific heat at constant pressure relative damping measurements, but they do not d diameter of tube cover appreciable amplitudes, and they do not k thermal conductivity report the magnitude of the pressure amplitudes. Lehmann's experiments show that a is inversely t. J x distance along tube z particle displacement proportional to Vp. In this respect his results agree with the Helmholtz-Kirchhoff theory. On ,u absolute or dynamic viscosity p mean density of fluid the other hand, the absolute values of Lehmann's w circular frequency results are considerably liigher than values given by Eq. (3). There are indications that turbulence 1 I. B. Crandall, Theory of Vibrating Systems and Sound (D. Van Nostrand, 1926), p. 229. 1 K. O. Lehmann, Ann. d. Physik 21, 533 (1934). 41

blot ce: This material may be pro- development of vibration-free gate design: learning from experience and theory

paper presented at the Symposium on Practical Experiences with Flow-Induced Vibrations, Karlsruhe, September, 3-6, 1979

P. A. Kolkman I

4 7~ publication ~ 219 DEVELOPMENT OF VIBRATION-FREE GATE DESIGN: LEARNING FROM EXPERIENCE AND THEORY

P.A. Kolkman

Head of the Locks, Weirs and Sluices Branch of the Delft Hydraulics Laboratory and Senior Research Officer at the Delft University of Technology

SUMMARY

Gate vibrations experienced by the author can be classified into three types: - Vibration modes with flow-gap width variation due to gate vibration. - Vibration modes with constant flow-gap width; often high-frequency plate vibrations are observed. - Vibrations occuring at gate positions where the flow is wavering between reattachment and full separation. The first type can be analysed theoretically. In the other two types, self- exciting vibration is probably due to a mechanism involving a fluctuating discharge coefficient, induced by the "added mass flow" of the vibrating gate (i.e. velocities in phase with the vibratory movement).

Different experiences concerning dynamic phenomena due to flow instability, sometimes amplified by partial aeration, are presented. One example demon- strates how a dangerous case of flow separation instability could not be reli- ably reproduced in a hydraulic model.

Finally, criteria for vibration-free gate design are formulated. The paper is followed by 12 illustrative charts concerning vibrations encountered in prototypes and in hydroelastic models.

INTRODUCTION

This paper contains cases from our experience, both practical and theoretical, with flow-induced gate vibrations in prototypes and hydraulic models. This will be presented in such manner that some generally applicable design criteria can be 'deduced.

Limitation to our own experiences has, on the one hand, the disadvantage that they come in at random and do not afford a complete picture of what may happen. On the other hand, the personal approach and incompleteness are more likely to provoke discussion. I also hope to convey some of the pleasures of pioneering in the field of flow-induced vibrations, which lies between the specialized branches of applied structural mechanics and fluid mechanics.

2. CONCLUSIONS FROM THE APPLIED STRUCTURAL 14ECHANICS

The simplest form of a vibrating system is the single oscillator with linear components (Fig. 2.1):

my+ cy+ky=F (2.1) r For a system in water, F represents all hydrodynamic forces. In F one can sometimes distinguish components which are proportional to y, y or y,in which case a convenient representation of Equation (2.1) is: 3 gate edge suction as a cause of self-exciting vertical vibration

paper presented at the Seventeenth Congress of the International Association for Hydraulic Research, Baden-Baden, August 15-19,1977

PA. Kolkman and A. Vrijer5 ~J

7.^ publication ~i,188,1 INTERNATIONAL ASSOCIATION FOR HYDRAULIC RESEARCH

GATE EDGE SUCTION AS A CAUSE OF SELF-EXCITING VERTICAL VIBRATIONS (Subject C.c)

by P.A. Kolkman and A. Vrijer Head and Project Engineer of the Locks, Weirs and Sluices Branch of the Delft Hydraulics Laboratory, Netherlands

Summary A theory on self-exciting vertical vibrations is presented which comprises the following elements: - Gate raise variations induce discharge fluctuations, - Discharge fluctuations and flow inertia cause local pressure difference variations across the gate opening, - Local pressure difference variations result in variations of the force exercised by the water on the gate; they also affect the discharge fluctuations. From this theory follows that self-excitation occurs in gates when suction forces are generated in the gate opening. Even when flow separation occurs at a stable point at the upstream side of the gate edge self-excitation can occur. The Strouhal Number (S) lies in a critical range between 0 and 0.1.

The theory has been tested on a gate with a lower edge having a right-angled lip. Self-exciting vertical vibrations did appear at low S values. These vibrations were recognizable by a strictly exponential increase. The critical S range turned out to be between 0.012 and 0.2; i.e. somewhat higher than predicted by theory. Maximum self-excitation was of an order that accorded with theory, but occurred in a smaller range of S values.

Sommaire

I1 est presentee une theorie concernant les vibrations verticales auto-excitantes des vannes. Cette theorie englobe les phenomenes suivants: - Des variations de la grandeur V ouverture menent a des fluctuations du debit. - Les variations du debit et l'inertie de 1'ecoulement causent des variations des differences de pression locales de part et d'autre de la vanne. - Les variations des differences de pression locales provoquent des variations des forces de 1'eau agissant sur la vanne; d'autre part, ces variations de pression sont-egalement a l'origine de fluctuations de debit. De cette theorie, it ressort que s'il se produit des efforts de suction dans le jour de la vanne, des vibrations s'amorcent. Meme si le courant se detache a un endroit fixe en amont de la vanne, celle-ci peut se mettre a vibrer. Le nombre de Strouhal (S) se situe dans une zone critique entre 0 et 0,1. La theorie a ete verifiee a 1'aide d'experiences, notamment sur une vanne a levre d'equerre au bord inferieur. Aux valeurs S basses, des vibrations verticales s'amorgaient. Ces vibrations pouvaient s'identifier par une croisance purement exponentielle. La zone critique de S s'est averee se situer entre 0,012 et 0,2; elle est done quelque peu superieure a celle que laisait prevoir la theorie. L'amplitude maximum des vibrations auto-excitantes se situait dans un ordee de grandeur correspondant a 1'ordre theorique, mais elle se produisait dans une zone —1— sue_ 4 a,. c f

e SOME ASPECTS OF FLOW-INDUCED VIBRATIONS OF HYDRAULIC CONTROL GATES

by Frederick A. Locher

Sponsored in part by U.S. Army Corps of Engineers Waterways Experiment Station Contract No. DA-22-079-CIVENG-65-30

1 1 1 111111 1 1 II 111111 II

IIHR Report No. 116

Iowa Institute of Hydraulic Research The University of Iowa Iowa City, Iowa

February 1969 1. Report No. 2. Government Accession No. 3. Recipient's Catalog No. NASA TM X-2787 Report Date 4. Title_tand Subtitle -,5. ,AN INVESTIGATION OF HYDRAULIC-LINE RESONANCE December 1973 . AND ITS ATTENUATION .> 6. Performing Organization Code

7. Author(s) F' .. 8. Performing Organization Report No. John L. Sewall, David A. Wineman, and Robert W. Herr - } L-8738 ' tQ. Work Unit No. tt 9. Performing Organization Name and Address 501-22-05-01 4 NASA Langley Research Center 11. contract or Grant No. Hampton, Va. 23665

13. Type of Report and Period Covered 12. Sponsoring Agency Name and Address Technical Memorandum

National Aeronautics and Space Administration 14. Sponsoring Agency Code Washington, D.C. 20546

15. Supplementary Notes

16. Abstract An investigation of fluid resonance in high-pressure hydraulic lines has been made with two types of fluid dampers (or filters) installed in the line. One type involved the use of one or more closed-end tubes branching at right angles from a main line, and the other type was a fluid muffler installed in-line. These devices were evaluated in forced vibration tests with oscillatory disturbances over a 1000-Hz range applied to one end of the line and with oscillatory pressures measured at various stations along the main pipe. Limited applications of acoustic-wave theory to the branched systems are also included. Results show varying attenuations of pressure perturbations, depending on the number and location of branches and the type of muffler. Up to three branches were used in the branch-resonator study, and the largest frequency range with maximum attenuation was obtained for a three-branch configuration. The widest frequency ranges with significant attenuations were obtained with two types of fluid mufflers.

17. Key Words (Suggested by Author(s)) 18. Distribution Statement Vibration Unclassified — Unlimited Hydraulic-line resonance Acoustic-wave theory Hydraulic muffler Branch-pipe damper

19. Security Classif. (of this report) 20. Security Classif. (of this page) 21. No. of Pages 22. _Price' 77 Domestic, $3.75 Unclassified Unclassified Foreign, $6.25

For sale by the National Technical Information Service, Springfield, Virginia 22151 R203534X68A Rudyk, M A; Freishist, A R; Davydov, A A; et al

PROTOTYPE INVESTIGATIONS OF DYNAMICS OF A TRIPLE-RIB OF A PLANE GATE OF THE DAM OF THE XXII CONGRESS CPSU VOLGA HES

Hydrotech Constr, No 2, pp 134-140, Feb 1968. 7 p, 9 fig, 14 ref

DESCRIPTORS--/ *hydraulic gates/ *vibrations/ frequency/ investigations/ *spillway gates/ instrumentation/ foreign research/ waves (water)/ gates/ tensiometers/ mechanical engineering/ design/ experimental data/ deformation/ characteristics/ *hydraulic gates and valves

IDENTIFIERS-- / USSR/ amplitude

U.S. DEPARTMENT OF THE INTERIOR • WATER RESOURCES SCIENTIFIC INFORMATION CENTER CURRENT AWARENESS PROGRAM • SELECTIVE DISSEMINATION OF INFORMATION

Document Requested . Retain this card for your files.

R203534X68A INVESTIGATION OF VIBRATION IN MAIN GATES OF A SPILLWAY This study reports on a theoretical method of determining dynamic characteristics of ribbed gates and how they are affected by water masses , and on the investigation of the reaction of a vibrating gate system to different dynamic disturbances such as vibration of piers, aero- and hydrodynamic impulses, and wave loads. The experimental work consisted of 2 stages: (1) investigating free vibrations of a gate in water and in air and determining its dynamic characteristics, and (2) investigating the vibration of a gate under a head with different gate openings. Instrumentation is discussed. Results of the study show that a reverse relation exists between the pulsations of pressure and the pulsations of gate ribs, and that the system of a gate exhibits a tendency toward hydroelastic autovibration processes of natural frequency when in water. Determining inherent vibration characteristics of a gate is very important in gate design.