CN203594056U - Basic wave current excitation vibration reduction device for offshore wind power single pile - Google Patents
Basic wave current excitation vibration reduction device for offshore wind power single pile Download PDFInfo
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- CN203594056U CN203594056U CN201320571870.5U CN201320571870U CN203594056U CN 203594056 U CN203594056 U CN 203594056U CN 201320571870 U CN201320571870 U CN 201320571870U CN 203594056 U CN203594056 U CN 203594056U
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Abstract
The utility model relates to a basic wave current excitation vibration reduction device for an offshore wind power single pile. Wave currents are smoothed and flowing states are improved by utilizing a wing-shaped wall surface with a short head and a long tail, various water power excitations are reduced from vibration sources, and passed loads are separated and absorbed through viscoelastic damping materials, so that the purpose of reducing pile foundation vibration is achieved. The vibration reduction device which automatically moves up and down along water level change is always in a main excitation area of the wave currents by changing water body weights inside a balancing water tank and adjusting relative position of a device and the water surface and under combined actions of the gravity and buoyancy force, the vibration reduction device enables the head and tail to be maintained consistent with wave current directions and plays role in vibration reduction flexibly along with change of wave current directions under combined actions of head pressure and tail suction of the wing-shaped overflowing wall surface. The basic wave current excitation vibration reduction device for the offshore wind power single pile has the advantages of enabling the pile foundation vibration to be reduced by more than 70 % and being simple in structure and convenient to achieve.
Description
Technical field
The utility model relates to a kind of vibration absorber, and specifically the vibration absorber of offshore wind farm single-pile foundation wave and tide excitation, belongs to engineering vibration damping field.
Background technology
Wind-power electricity generation is a kind of clean energy resource that development in recent years is the swiftest and the most violent, offshore wind energy resource is abundant, stable, offshore wind farm has become the emphasis that invest and develop countries in the world, the prostatitis in the world is walked in Europe, China is still in the starting stage, but China's wind-powered electricity generation " 12 " is planned for offshore wind farm installation in 2015 reaches 5,000,000 kilowatts, is indicating that China will welcome the develop rapidly period of offshore wind farm.
Offshore wind power foundation type is more, mainly comprise gravity, pile foundation, jacket, floating etc., every type comprises again various ways, and as pile foundation has eight cylinder High-Rise Pile Cap Foundations that single pile, many and China's Donghai Bridge adopt etc., various basic patterns are applicable to different conditions.At present, offshore wind farm planning and the exploitation of China mainly concentrate on coastal waters, single-pile foundation is applicable to coastal waters wind-powered electricity generation, apply abroad more, domestic offshore wind farm design also adopts successively, as Jiangsu Xiangshui County intertidal belt wind electric field, the outer sieve marine wind electric field of Zhanjiang etc., single-pile foundation is by the main flow form becoming in China coastal seas wind-powered electricity generation.
Along with blower fan maximizes day by day, the tall and slender structure being formed by blower fan-pylon-basis, dynamic staiblity is outstanding, and especially, compared with land wind-powered electricity generation, offshore wind farm also will be subject to the effect of wave flow load, structural dynamic safety problem more sophisticated.Wave current hydrodynamic load mainly comprises wave breaking impact, trend pulsation, vortex shedding, streams whirlpool excitation etc., various loads are complicated and changeable, and excitation dominant frequency is lower, very approaching with blower fan braced structures natural frequency, easily bring out mesomerism, threaten blower fan safe and reliable operation.Therefore, in the time of wind-powered electricity generation structure design, first should consider that the natural frequency of structure and dynamic loading driving frequency deviation are more than 20%～30%, to avoid resonance, major measure is to improve the natural frequency of structure as far as possible, but because blower fan support system is thin-walled tall and slender structure, partial structurtes strengthen the very difficult overall build-in attribute that effectively changes.At present, blower fan braced structures vibration reducing measure is mainly with reference to ocean platform, adopt damper to reduce vibratory response, this passive vibration damping after vibration occurs owned by France, the input of excitation load does not change, effectiveness in vibration suppression is not obvious, be difficult to eliminate resonance hidden danger, and the fatigue failure of pile foundation cannot be taken precautions against under wave current long term.
Summary of the invention
The utility model for the vibration problem of the blower fan braced structures under the excitation of offshore wind farm wave trend, from vibration source control and cut-out propagation path, proposes the vibration absorber of the wave current excitation that is applicable to single-pile foundation, suppresses structural vibration.
The technical scheme achieving the above object is:
(1) adopt the smooth-going current of aerofoil profile wall, improve fluidised form, reduce wave breaking impact and trend turbulence intensity, avoid the vortex shedding and the karman vortex that cause because of peripheral flow to encourage, carry out ACTIVE CONTROL from vibration source;
(2) cut off the bang path of excitation load, and adopt damping material to absorb excitation energy, further reduce to act on the load of piling strtucture.
Described vibration absorber, it is the open column shape structure of a uniform cross-section plane symmetry, be placed on single-pile foundation, from inside to outside formed by support component, damped part, balanced reservoir three parts, each several part construction size designs according to engineering actual conditions, the diameter, the wave current parameter influence that are mainly subject to single-pile foundation, concrete steps are as follows:
(1) vibration absorber height should be greater than the scope of the main percussion of wave, gets 1.2 times of above design maximum wave heights.
(2) support component of vibration absorber, is positioned at the outer first floor of pile foundation, encloses the external one deck thin-wall circular tube of smooth hemisphere form by upper, middle and lower three, contacts external damped part in support component with pile foundation is smooth.
(3) damped part of vibration absorber, is one deck damping material between support component and balanced reservoir, the outer excitation passing over of blocking-up and absorption.
(4) balanced reservoir of vibration absorber, inner side is the face of cylinder, be connected with damped part, outside is wave, trend overcurrent wall, overcurrent wall shape design is as follows: 1. take the straight line of mistake steel pipe pile central vertical water (flow) direction as boundary, water tank width of the right and left on line of demarcation is the narrowest, respectively take line of demarcation upper water box two-end-point as the center of circle, take two-end-point distance as radius, draw two sections of circular arcs, the two circular arcs top-cross that meets water in upstream, line of demarcation is compiled in the dead ahead of pile foundation, the straight line of crossing intersection point and steel pipe pile center is vertical with line of demarcation, for section center line, parallel with flow direction, two sections of upstreams, the line of demarcation circular arc crossing is symmetrical along center line, form the head wall that meets water, 2. be made as tail end in the position in more than 3 times stake footpath downstream from steel pipe pile center along section center line, drew the tangent line of this point and head two circular arcs, point of contact is positioned at downstream, line of demarcation, the two sections of circular arc composition afterbody backwater walls in two tangent lines and downstream, line of demarcation.
Described vibration absorber is guaranteed its moment performance vibration-damping function by two unique design:
(1) water body of filling different depth in balanced reservoir is controlled the position of the relative seawater surface of vibration absorber, to guarantee its Main Function district in surface wave trend, under the acting in conjunction of gravity and buoyancy, device can be followed SEA LEVEL VARIATION automatic lifting, constant all the time with the relative position of seawater surface;
(2) water tank outer side surface adopts aerofoil profile circulation design, for smooth-going current, reduces whirlpool impulse excitation, aerofoil profile section, a short-tail is long, under the effect of head pressure and afterbody suction, vibration absorber can be followed flexibly wave current direction and be changed, and head and the tail remain consistent with wave current direction.
The balanced reservoir of described vibration absorber and support component adopt the manufacture of macromolecular antiseptic material, and damped part is selected visco-elastic damping material.
Compared with the prior art the utility model has the following advantages:
(1) effectiveness in vibration suppression is remarkable.The single-pile foundation wave current hydrodynamic force excitation vibration absorber the utility model proposes, reduces more than 70% pile foundation vibratory response, effectively prevents structure to occur fatigue failure under long-term Action of Wave Current;
(2) device design is ingenious.The vibration absorber that the utility model provides can be followed flexibly wave current condition and be changed adjustment voluntarily, moment performance vibration-damping function;
(3) simple in structure, easy operating.
accompanying drawing explanation
Accompanying drawing 1 is single-pile foundation vibration absorber elevation;
Accompanying drawing 2 is single-pile foundation vibration absorber top view;
Accompanying drawing 3 is single-pile foundation vibration absorber longitudinal plan;
Accompanying drawing 4 is single-pile foundation vibration absorber drawing in side sectional elevation.
the specific embodiment
Provide embodiment and the utility model is specifically described below in conjunction with accompanying drawing.
Embodiment mono-
The present embodiment is China coastal seas Large Scale Wind Farm Integration, arranges altogether 67 3MW blower fans, total installation of generating capacity 201MW, and blower foundation adopts single diameter 5.5m steel pipe pile to be positioned seabed, bears wave, ocean current load, design maximum wave height 5m.
As depicted in figs. 1 and 2, Fig. 1 is elevation to the present embodiment single-pile foundation vibration absorber, and Fig. 2 is top view, and the outer layout vibration absorber 2 of steel pipe pile 1, bears wave current 3 dynamic actions jointly.Fig. 3 is the longitudinal plan of vibration absorber, Fig. 4 is the drawing in side sectional elevation of vibration absorber, the column structure that vibration absorber 2 is plane symmetry is placed on steel pipe pile 1, adopt aerofoil profile design of section, formed by support component 4, damped part 5, balanced reservoir 6 three parts, in balanced reservoir 6, insert the water body 7 of different depth and adjust the position of vibration absorber entirety in wave current 3.
Carrying out vibration absorber 2 according to the parameter such as diameter, wave height of steel pipe pile 1 designs.Vibration absorber 2 height should be greater than the scope of the main percussion of wave, get 1.2 times of above design maximum wave heights, and the present embodiment design maximum wave height is 5m, more than vibration absorber 2 height 6m.
Vibration absorber 2 section sizes are determined by the diameter of steel pipe pile 1, the present embodiment steel pipe pile 1 diameter is 5.5m, the support component 4 that the outer first floor of steel pipe pile 1 is device, the external one deck thin-wall circular tube of smooth hemisphere that is 1/10 footpath (being 0.55m) by upper, middle and lower three loop diameters forms, pipe thickness is 1/20 footpath, i.e. 0.275m.Support component 4 is outer is damped part 5, arranges that a layer thickness is 1/20 footpath, i.e. the elastic damping material of 0.275m absorbs the outside excitation load passing over.Device outermost layer is agent structure balanced reservoir 6, the column structure that balanced reservoir 6 is equal section, and its inner side is connected with damping member 5, is the face of cylinder, and outside is wave, trend overcurrent wall, for smooth-going wave current.Take the straight line of crossing steel pipe pile 1 central vertical water (flow) direction as boundary, water tank width of the right and left on line of demarcation is the narrowest, get 1/20 footpath, be 0.275m, the distance at line of demarcation upper water box two ends is the stake footpath of 1.4 times, be 7.7m, respectively take line of demarcation upper water box two-end-point as the center of circle, draw two sections of circular arcs take this stake footpath of 1.4 times as radius, the two circular arcs top-cross that meets water in upstream, line of demarcation is compiled in the dead ahead of pile foundation, intersection point and two-end-point three summits in equilateral triangle, cross intersection point vertical with line of demarcation with the straight line at steel pipe pile 1 center, for section center line, parallel with flow direction, two sections of upstreams, the line of demarcation circular arc crossing is symmetrical along center line, form the head section that meets water, head wedge angle replaces the steel pipe pile face of cylinder to meet water, effectively avoid the high and broken impact of the harmony of wave, make overcurrent more smooth-going, reduce turbulent fluctuation excitation.Be made as tail end in the more than 3 times position in stake footpath (being greater than 16.5m) downstream from steel pipe pile 1 center along section center line, drew the tangent line of this point and head two circular arcs, point of contact is positioned at below, line of demarcation, the two sections of circular arc composition afterbody backwater sections in two tangent lines and downstream, line of demarcation, afterbody adopts long gradual change contraction build to replace former pile foundation semi-cylindrical, effectively avoids limit wall vortex shedding and the excitation of afterbody karman vortex.So far, the construction size of vibration absorber 2 is all definite.
In balanced reservoir 6, insert water body 7, change the position of water yield control vibration absorber 2 relative seawater surface in case, to guarantee its main excitation region in surface wave trend 3, under the acting in conjunction of gravity and buoyancy, vibration absorber 2 can be followed SEA LEVEL VARIATION automatic lifting, constant all the time with the relative position of seawater surface.In addition, vibration absorber 2 walls adopt aerofoil profile circulation design, for smooth-going current, reduce whirlpool impulse excitation, aerofoil profile section, a short-tail is long, under the effect of head pressure and afterbody suction, vibration absorber 2 can be followed flexibly wave current direction and be changed, and head and the tail remain consistent with wave current direction.Two aspect unique design have guaranteed that vibration absorber 2 can tackle that wave current condition changes, moment performance vibration-damping function flexibly.
Test room's model testing draws and adopts the vibratory response of steel pipe pile 1 before and after vibration absorber in table 1, and can find out, implement after vibration damping, steel pipe pile 1 vibratory response reduces more than 70%, and effect is very remarkable.
Pile foundation vibratory response before and after table 1 vibration damping
Claims (7)
1. an offshore wind farm single-pile foundation wave current excitation vibration absorber, it is characterized in that, be the open column shape structure of a uniform cross-section plane symmetry, is placed on single-pile foundation, formed by support component, damped part, balanced reservoir three parts from the inside to the outside, reach effectiveness in vibration suppression from two aspects:
(1) adopt the smooth-going current of aerofoil profile wall, improve fluidised form, reduce wave breaking impact and trend turbulence intensity, avoid the vortex shedding and the karman vortex that cause because of peripheral flow to encourage, ACTIVE CONTROL vibration source;
(2) cut off the bang path of excitation load, and adopt damping material to absorb excitation energy, further reduce to act on the load of structure.
2. offshore wind farm single-pile foundation wave current excitation vibration absorber according to claim 1, is characterized in that, vibration absorber height should be greater than the main percussion scope of wave, gets 1.2 times of above design maximum wave heights.
3. offshore wind farm single-pile foundation wave current excitation vibration absorber according to claim 1, it is characterized in that, described support component, be positioned at the outer first floor of pile foundation, enclosing the external one deck thin-wall circular tube of smooth hemisphere by upper, middle and lower three forms, in support component, contact external damped part with pile foundation is smooth.
4. offshore wind farm single-pile foundation wave current excitation vibration absorber according to claim 1, is characterized in that, described damped part, is one deck damping material between support component and balanced reservoir, the outer excitation passing over of blocking-up and absorption.
5. offshore wind farm single-pile foundation wave current excitation vibration absorber according to claim 1, is characterized in that, described balanced reservoir, and inner side is the face of cylinder, is connected with damped part, and outside is wave, trend overcurrent wall, and the design of overcurrent wall shape is as follows:
(1) take the straight line of crossing steel pipe pile central vertical water (flow) direction as boundary, water tank width of the right and left on line of demarcation is the narrowest, respectively take line of demarcation upper water box two-end-point as the center of circle, take two-end-point distance as radius, draw two sections of circular arcs, the two circular arcs top-cross that meets water in upstream, line of demarcation is compiled in the dead ahead of pile foundation, the straight line of crossing intersection point and steel pipe pile center is vertical with line of demarcation, for section center line, parallel with flow direction, two sections of upstreams, the line of demarcation circular arc crossing is symmetrical along center line, has formed the head wall that meets water;
(2) be made as tail end in the position in more than 3 times stake footpath downstream from steel pipe pile center along section center line, drew the tangent line of this point and head two circular arcs, point of contact is positioned at downstream, line of demarcation, the two sections of circular arc composition afterbody backwater walls in two tangent lines and downstream, line of demarcation.
6. offshore wind farm single-pile foundation wave current excitation vibration absorber according to claim 1, is characterized in that, fills the water body of different depth and control its entirety position of seawater surface relatively in balanced reservoir.
7. offshore wind farm single-pile foundation wave current excitation vibration absorber according to claim 1, is characterized in that, balanced reservoir and support component adopt the manufacture of macromolecular antiseptic material, and damped part is selected visco-elastic damping material.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201320571870.5U CN203594056U (en) | 2013-09-16 | 2013-09-16 | Basic wave current excitation vibration reduction device for offshore wind power single pile |
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| CN201320571870.5U CN203594056U (en) | 2013-09-16 | 2013-09-16 | Basic wave current excitation vibration reduction device for offshore wind power single pile |
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| CN203594056U true CN203594056U (en) | 2014-05-14 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103469830A (en) * | 2013-09-16 | 2013-12-25 | 水利部交通运输部国家能源局南京水利科学研究院 | Reduction method for basic wave current vibration of offshore wind power single pile |
| CN106014275A (en) * | 2016-07-07 | 2016-10-12 | 哈尔滨工程大学 | Novel vortex-induced vibration resisting bionic riser |
| CN106677204A (en) * | 2017-01-09 | 2017-05-17 | 河海大学 | Device for reducing vibration of oceanographic engineering steel pipe pile foundation |
| CN107387334A (en) * | 2017-09-11 | 2017-11-24 | 北京金风科创风电设备有限公司 | Floating body equipment for inhibiting vibration of tower drum |
| CN107461304A (en) * | 2017-09-11 | 2017-12-12 | 北京金风科创风电设备有限公司 | Surrounding body and equipment for inhibiting vibration of enclosure structure and method for hoisting tower drum |
| CN107834770A (en) * | 2017-11-27 | 2018-03-23 | 广东工业大学 | A kind of offshore wind generating and its pile foundation shock mitigation system |
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2013
- 2013-09-16 CN CN201320571870.5U patent/CN203594056U/en not_active Withdrawn - After Issue
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103469830A (en) * | 2013-09-16 | 2013-12-25 | 水利部交通运输部国家能源局南京水利科学研究院 | Reduction method for basic wave current vibration of offshore wind power single pile |
| CN103469830B (en) * | 2013-09-16 | 2015-10-07 | 水利部交通运输部国家能源局南京水利科学研究院 | Reduction method for basic wave current vibration of offshore wind power single pile |
| CN106014275A (en) * | 2016-07-07 | 2016-10-12 | 哈尔滨工程大学 | Novel vortex-induced vibration resisting bionic riser |
| CN106677204A (en) * | 2017-01-09 | 2017-05-17 | 河海大学 | Device for reducing vibration of oceanographic engineering steel pipe pile foundation |
| CN107461304B (en) * | 2017-09-11 | 2019-05-03 | 北京金风科创风电设备有限公司 | Surrounding body and equipment for inhibiting vibration of enclosure structure and method for hoisting tower drum |
| CN107461304A (en) * | 2017-09-11 | 2017-12-12 | 北京金风科创风电设备有限公司 | Surrounding body and equipment for inhibiting vibration of enclosure structure and method for hoisting tower drum |
| WO2019047485A1 (en) * | 2017-09-11 | 2019-03-14 | 北京金风科创风电设备有限公司 | Floating body apparatus for suppressing vibration of tower barrel |
| CN107387334B (en) * | 2017-09-11 | 2019-04-26 | 北京金风科创风电设备有限公司 | Floating body equipment for inhibiting vibration of building envelope |
| CN107387334A (en) * | 2017-09-11 | 2017-11-24 | 北京金风科创风电设备有限公司 | Floating body equipment for inhibiting vibration of tower drum |
| EP3480453A4 (en) * | 2017-09-11 | 2019-06-05 | Beijing Goldwind Science & Creation Windpower Equipment Co., Ltd. | Floating body apparatus for suppressing vibration of tower barrel |
| AU2018222889B2 (en) * | 2017-09-11 | 2019-10-10 | Beijing Goldwind Science & Creation Windpower Equipment Co., Ltd. | Floating body device for suppressing vibration of tower |
| US11268275B2 (en) | 2017-09-11 | 2022-03-08 | Beijing Goldwind Science & Creation Windpower Equipment Co., Ltd. | Floating body device for suppressing vibration of tower |
| CN107834770A (en) * | 2017-11-27 | 2018-03-23 | 广东工业大学 | A kind of offshore wind generating and its pile foundation shock mitigation system |
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Granted publication date: 20140514 Effective date of abandoning: 20151007 |
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| C25 | Abandonment of patent right or utility model to avoid double patenting |