CN115434354A - In-barrel vibration damping and anti-overturning device for offshore wind power barrel type foundation - Google Patents
In-barrel vibration damping and anti-overturning device for offshore wind power barrel type foundation Download PDFInfo
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- 238000007906 compression Methods 0.000 claims description 6
- 239000002356 single layer Substances 0.000 claims description 5
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
Abstract
The invention discloses an in-cylinder vibration damping and anti-overturning device for an offshore wind power cylinder foundation, belongs to the field of anti-overturning of offshore wind power cylinder foundations, and solves the technical problems that in the prior art, a cylinder foundation uplift force lifting device is complex in structure, high in construction difficulty and high in cost, and cannot meet the anti-overturning requirement of cylinder contact. The cylindrical foundation comprises a transition section, a foundation cover plate and a hollow steel cylinder; the transition section is arranged above the base cover plate, the hollow steel cylinder is arranged below the base cover plate, and the in-cylinder vibration damping and anti-overturning device is arranged in the hollow steel cylinder and is fixedly connected with the bottom surface of the base cover plate; the vibration reduction and anti-overturning device in the cylinder comprises an A-type vibration reducer, a plurality of B-type vibration reducers and a plurality of transverse springs, wherein the A-type vibration reducer is positioned under the center of the cylinder type foundation, the B-type vibration reducers are positioned around the A-type vibration reducer, and the A-type vibration reducer is connected with the B-type vibration reducers through the transverse springs. The invention realizes the increase of the pulling resistance of the cylindrical foundation and reduces the risk of foundation overturning.
Description
Technical Field
The invention relates to the technical field of anti-overturning of an offshore wind power cylindrical foundation, in particular to an in-cylinder vibration damping and anti-overturning device for an offshore wind power cylindrical foundation.
Background
At present, the consumption and the demand of countries in the world on energy sources are increasing day by day, and the energy problem gradually becomes a prominent problem restricting the social development. Wind energy resources, particularly offshore wind energy, are used as clean renewable energy sources, and a new direction is provided for relieving the situation of energy shortage in the world. China is used as a big ocean country, and the reserve of offshore wind energy resources is very rich. According to offshore resource investigation, offshore wind power development potential 200GW with water depth of 5-25 m and height of 50m, offshore wind power development potential 500GW with water depth of 5-50 m and height of 70m in China have become an important part of energy structure transformation in China.
In recent years, by combining offshore wind conditions and geological characteristics of China, a novel offshore wind power cylindrical foundation which is convenient to build and construct, strong in anti-overturning capability and suitable for various foundation soil qualities is researched and developed and widely applied to coastal wind power development of China.
However, large fan structures will vibrate greatly under the long-term wind-wave-flow dynamic load. The cylinder type foundation is mainly of a pure steel structure or a steel-concrete structure, is similar to a rigid body, and the vibration of the upper structure is directly transmitted to the lower flexible foundation soil through the cylinder type foundation. Mechanical strength of the foundation soil is attenuated in a long-term vibration environment, so that the pulling resistance of the cylindrical foundation is reduced. When the pulling resistance of the cylindrical foundation is insufficient, the upper fan structure has the risk of inclination and even overturning.
Aiming at the problems, a plurality of researches are carried out in the academic and engineering circles, and the main ideas of the existing reinforcement measures are as follows:
the first idea is as follows: optimizing the upper wind power structure, and reducing the vibration of the wind power structure; however, with the rapid development of offshore wind power, the capacity and the size of a fan are larger and larger, and the damping is far from sufficient by only optimizing the structural form of the upper wind power.
And a second idea: the foundation uplift resistance is improved, and the foundation overturn resistance is improved; although the pulling resistance of the foundation is enhanced in some of the prior art, the problems of complex foundation structure form, high construction difficulty and cost and the like exist; the pulling resistance is improved by the bearing ring fixed on the outer side of the cylinder wall of the cylinder foundation, but the bearing ring can increase the sinking resistance of the cylinder foundation in the sinking process and increase the sinking difficulty of the cylinder foundation; and the uplift resistance is improved through the uplift steel pipe pile, but the method does not improve the vibration environment of the foundation soil, does not reduce the mechanical strength attenuation speed of the foundation soil, and has difficult offshore construction and higher cost.
Disclosure of Invention
In view of the above analysis, the present invention aims to provide an in-cylinder vibration damping and anti-overturning device for an offshore wind power cylinder foundation, so as to solve the problem that in the prior art, when the pulling resistance of the cylinder foundation is improved, the upper wind power mechanism is optimized, the vibration of the wind power structure is reduced, and the vibration damping requirement of the cylinder foundation cannot be met; and in the second scheme, the foundation uplift resistance is improved, but the uplift resistance device is complex in structure, large in construction difficulty and high in cost.
The purpose of the invention is mainly realized by the following technical scheme:
the invention provides an in-cylinder vibration damping and anti-overturning device for an offshore wind power cylinder type foundation, wherein the cylinder type foundation comprises a transition section, a foundation cover plate and a hollow steel cylinder which are sequentially connected; the transition section is arranged above the basic cover plate and used for being connected with a fan tower drum, and the top of the fan tower drum is connected with fan blades;
the hollow steel cylinder is arranged below the base cover plate, and the in-cylinder vibration damping and anti-overturning device is arranged in the hollow steel cylinder and is fixedly connected with the bottom surface of the base cover plate;
the foundation cover plate and the hollow steel cylinder are both submerged in seawater and are in direct contact with a seabed soil layer;
the vibration reduction and anti-overturning device in the cylinder comprises an A-type vibration reducer, a plurality of B-type vibration reducers and a plurality of transverse springs, wherein the A-type vibration reducer is positioned right below the center of the cylinder type foundation, the B-type vibration reducers are positioned around the A-type vibration reducer, and the A-type vibration reducer is connected with the B-type vibration reducers through the transverse springs;
the vibration reduction and anti-overturning device in the cylinder is used for improving the vibration load environment of the soil body of the foundation, increasing the pulling resistance of the cylinder foundation and reducing the anti-overturning risk of the cylinder foundation.
In one possible design, a class a shock absorber includes a top steel sleeve, a bottom steel sleeve, a vertical spring, and a lower base;
the top steel sleeve and the bottom steel sleeve are connected through a vertical spring; the top steel sleeve is fixedly connected with a base cover plate of the cylindrical foundation; the bottom steel sleeve is fixedly connected with the lower base.
In one possible design, the top steel sleeve and the bottom steel sleeve have the same structure and are steel sleeves with bottom surfaces sealed and first rubber inner cores arranged inside the steel sleeves;
the side walls of the steel sleeves of the top steel sleeve and the bottom steel sleeve are respectively provided with a plurality of spiral notches, and the spiral notches are used for being connected with the vertical spring; two ends of the vertical spring are connected with the rubber inner core in the steel sleeve through spiral notches.
In one possible design, the plurality of class B dampers are identical in structure and function; the B-type shock absorber is additionally provided with two groups of steel hinges on the basis of the A-type shock absorber;
two groups of steel hinges are positioned at two sides of a vertical spring of the B-type shock absorber, the two groups of steel hinges have the same structure and are parallel to each other and are parallel to the vertical spring of the B-type shock absorber, one end of each group of steel hinges is fixedly connected with a base cover plate of the cylindrical foundation, and the other end of each group of steel hinges is fixedly connected with a corresponding lower base;
the number of the transverse springs is equal to that of the B-type vibration absorbers, one end of each transverse spring is connected with the A-type vibration absorbers, the other end of each transverse spring is connected with the B-type vibration absorbers, and the transverse springs are used for absorbing and transmitting transverse vibration loads of the cylindrical foundation.
In one possible design, the lower base of the class a shock absorber is defined as a class a lower base, and the lower base of the class B shock absorber is defined as a class B lower base;
the class A lower base and the class B lower base are both square bodies which are formed by five steel plates and have openings in the bottom surfaces, hollow cavities are formed in the class A lower base and the class B lower base, and second rubber inner cores are arranged in the hollow cavities;
the centers of four side steel plates of the type A lower base are provided with holes, and the center of one side steel plate of the type B lower base close to the type A shock absorber is also provided with a hole; the diameter of the hole is equal to the outer diameter of the transverse spring; one end of the transverse spring penetrates through the hole of the type A lower base and is embedded into the second rubber inner core, the other end of the transverse spring penetrates through the hole of the type B lower base and is embedded into the second rubber inner core, and the second rubber inner core is used for fixing the transverse spring and playing a role in transverse vibration damping.
In one possible design, a connecting line between two groups of steel hinges at any height is perpendicular to a connecting line between the corresponding B-type shock absorber and the A-type shock absorber;
the two groups of steel hinges comprise a plurality of rectangular steel plates with the same size and thickness; the rectangular steel plates are connected through pins; the upper ends of the two groups of steel hinges are provided with top connection lugs, the lower ends of the two groups of steel hinges are provided with bottom connection lugs, the top connection lugs are fixed on the bottom surface of the basic cover plate through welding, and the bottom connection lugs are fixed on the corresponding B-type lower base through welding.
In one possible design, the compressed height of the steel hinge is less than the compressed height of the corresponding vertical spring for the same class B shock absorber.
In one possible design, the steel hinge has a lower ultimate extension length than the vertical spring for the same class B damper.
In one possible design, for a class B shock absorber, the height of the steel hinge and vertical spring is 0.1-0.2 h, where h is the height of the cylindrical foundation.
In one possible design, the spatial arrangement of the class B shock absorbers is divided into a single-layer arrangement and a double-layer arrangement;
when the B-type shock absorber is arranged in a single layer, the linear distance from the B-type shock absorber to the A-type shock absorber is 0.15-0.4 d, wherein d is the diameter of the cylindrical foundation;
when the B-type shock absorber is arranged in a double-layer mode, the B-type shock absorber forms an inner ring and an outer ring which take the A-type shock absorber as a center; the linear distance from the B-type shock absorber to the A-type shock absorber forming the inner ring is 0.15-0.4 d, wherein d is the diameter of the cylindrical foundation.
Compared with the prior art, the invention can realize at least one of the following beneficial effects:
(1) The first idea of the prior art improvement is as follows: optimizing the upper wind power structure, and reducing the vibration of the wind power structure; however, with the rapid development of offshore wind power, the capacity and the size of a fan are larger and larger, and the damping is far from sufficient by only optimizing the structural form of the upper wind power. The second idea of improvement in the prior art is: the foundation uplift resistance is improved, and the foundation overturn resistance is improved; although the uplift resistance of the foundation is enhanced, the problems of complex foundation structure form, high construction difficulty and cost and the like exist in some foundations; the anti-pulling force is improved by the force bearing rings fixed on the outer sides of the cylinder walls of the cylinder foundations, but the force bearing rings can increase the sinking resistance of the cylinder foundations in the sinking process and increase the sinking difficulty of the cylinder foundations; and the uplift resistance is improved through the uplift steel pipe pile, but the method does not improve the vibration environment of the foundation soil, does not reduce the mechanical strength attenuation speed of the foundation soil, and has difficult offshore construction and higher cost.
Compared with the prior art, the design idea of the invention is different from that of the prior art, the invention provides a new idea, the invention firstly provides that the vibration reduction equipment (namely the vibration reduction and anti-overturning device in the cylinder) is additionally arranged at the inner side of the offshore wind power cylinder type foundation, and the vibration load environment of the foundation soil is improved from the angle of optimizing the vibration load transmission between the cylinder type foundation and the foundation soil, so that the effects of reducing vibration and improving the anti-overturning capability are achieved.
(2) On one hand, the vibration load of the cylindrical foundation in the vertical direction can be damped by arranging the vertical springs of the class A vibration absorber and the class B vibration absorber; according to the invention, the transverse spring connecting the A-type shock absorber and the B-type shock absorber is arranged, so that the vibration load of the cylindrical foundation in the horizontal direction can be damped. On the other hand, because the in-cylinder vibration damping and anti-overturning device is in direct contact with the seabed soil layer, when the in-cylinder vibration damping and anti-overturning device is subjected to an extreme load condition, friction can be generated between the in-cylinder vibration damping and anti-overturning device and the seabed soil layer, the friction force between the in-cylinder vibration damping and anti-overturning device and the seabed soil layer can increase the pulling resistance of the cylinder foundation, and the overturning risk of the cylinder foundation can be reduced on a certain basis.
In the invention, the technical schemes can be combined with each other to realize more preferable combination schemes. Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and drawings.
Drawings
The drawings are only for purposes of illustrating particular embodiments and are not to be construed as limiting the invention, wherein like reference numerals are used to designate like parts throughout.
FIG. 1 is a schematic view of the installation location of the vibration damping, anti-overturning device in a cartridge of the present invention;
FIG. 2 is a schematic structural view of an in-cylinder vibration damping and anti-overturning device provided by the present invention;
FIG. 3 is a schematic structural diagram of a class A shock absorber according to the present disclosure;
FIG. 4 is a schematic structural diagram of a class B shock absorber according to the present disclosure;
FIG. 5 is a front view of the class B shock absorber of the present disclosure;
FIG. 6 is a left side view of the class B shock absorber of the present disclosure;
FIG. 7 is a schematic view of the construction of a steel sleeve according to the present disclosure;
FIG. 8 is a schematic view of a lower base according to the present disclosure;
FIG. 9 is a schematic view of the connection of the lateral spring to the rubber core according to the present invention;
FIG. 10 is a top plan view of an arrangement of the vibration damping, anti-overturning device in a cartridge disclosed in example 1 of the present invention;
fig. 11 is a top view of an arrangement of the vibration damping, anti-overturning device in a cartridge as disclosed in example 2 of the present invention.
Reference numerals are as follows:
1-class a shock absorber; 2-class B shock absorbers; 3-a transverse spring; 4-top steel sleeve; 41-steel sleeve side wall; 42-spiral grooving; 43-steel sleeve bottom sealing; 5-a vertical spring; 6-a lower base; 7-holes; 71-pressure relief holes; 8-a second rubber inner core; 9-a steel hinge; 91-fourth steel plate; 92-top engaging lugs; 93-pins; 94-bottom attachment lugs; 95-a first steel plate; 96-a second steel plate; 97-third steel plate; 98-fifth steel plate; 99-sixth steel plate; 10-a first rubber inner core; 11-a transition section; 12-a base cover plate; 13-a seabed soil layer; 14-vibration damping and anti-overturning devices in the cylinder; 15-sea water; 16-bottom steel sleeve; 17-hollow steel cylinder.
Detailed Description
The preferred embodiments of the present invention will now be described in detail with reference to the accompanying drawings, which form a part hereof, and which together with the embodiments of the invention serve to explain the principles of the invention and not to limit its scope.
The invention provides an in-cylinder vibration damping and anti-overturning device 14 for an offshore wind power cylinder type foundation, which is shown in figures 1 to 11, wherein the cylinder type foundation comprises a transition section 11, a foundation cover plate 12 and a hollow steel cylinder 17 which are sequentially connected; the transition section 11 is arranged above the basic cover plate 12, the transition section 11 is used for connecting a fan tower, and the top of the fan tower is connected with fan blades; the hollow steel cylinder 17 is arranged below the base cover plate 12, and the in-cylinder vibration damping and anti-overturning device 14 is arranged in the hollow steel cylinder 17 and is fixedly connected with the bottom surface of the base cover plate 12; the foundation cover plate 12 and the hollow steel cylinder 17 are both sunk into seawater and directly contact with the seabed soil layer 13; the in-cylinder vibration damping and anti-overturning device 14 comprises an A-type vibration damper 1, a plurality of B-type vibration dampers 2 and a plurality of transverse springs 3, wherein the A-type vibration damper 1 is positioned right below the center of a cylindrical foundation, the B-type vibration dampers 2 are positioned at the periphery of the A-type vibration damper 1, and the A-type vibration damper 1 is connected with the B-type vibration dampers 2 through the transverse springs 3; the in-barrel vibration damping and anti-overturning device 14 is used for reducing the load between the barrel-shaped foundation and foundation soil, increasing the pulling resistance of the barrel-shaped foundation and reducing the anti-overturning risk of the barrel-shaped foundation.
Compared with the prior art, the A-type vibration absorber 1 and the B-type vibration absorbers 2 are arranged between the cylindrical foundation and the seabed soil layer 13, so that transverse vibration load and longitudinal vibration load between the cylindrical foundation and the seabed soil layer 13 can be absorbed, the pulling resistance of the cylindrical foundation is increased, and the anti-overturning risk of the cylindrical foundation is reduced.
In order to guarantee the damping action of the damping, anti-overturning device 14 in the cylinder in the vertical direction, the transverse spring 3 of the invention is a spring with high elastic modulus: 150-200 GPa, yield strength: 1.5-1.8 GPa.
In order to fix the device of the invention and reduce the vertical vibration load between the cylindrical foundation and the foundation soil, the A-type vibration absorber 1 of the invention comprises a top steel sleeve 4, a bottom steel sleeve 16, a vertical spring 5 and a lower base 6; the top steel sleeve 4 and the bottom steel sleeve 16 are connected through a vertical spring 5; the top steel sleeve 4 is fixedly connected with a base cover plate 12 of the cylindrical foundation; the bottom steel sleeve 16 is fixedly connected with the lower foundation 6.
Specifically, as shown in fig. 2, 3 and 7, the class a shock absorber 1 includes a vertical spring 5 with a high elastic modulus, a top end of the vertical spring 5 is fixedly connected with a top steel sleeve 4, a bottom end of the vertical spring 5 is fixedly connected with a bottom steel sleeve 16, the bottom steel sleeve 16 is fixedly connected with a lower base 6 below the vertical spring, and the lower base 6 can provide a supporting force for other components of the class a shock absorber 1. In addition, the top surface of the top steel sleeve 4 is fixedly connected with the bottom surface of the cylindrical foundation, for example, by welding. The bottom surface of the bottom steel sleeve 16 is fixedly connected to the top surface of the lower foundation 6, for example by welding.
Compared with the prior art, the vertical spring 5 is arranged, and the vertical spring 5 is fixed by the top steel sleeve 4 and the bottom steel sleeve 16, so that the vibration reduction effect of longitudinal vibration load can be realized.
It should be noted that, in order to improve the anti-vibration performance in the vertical direction of the in-cylinder vibration-damping, anti-overturning device 14, the elastic modulus of the vertical spring 5 of the present invention is: 175-225 GPa, yield strength: 1.7-2.0 GPa;
in order to better fix the vertical spring 5, the top steel sleeve 4 and the bottom steel sleeve 16 have the same structure and are steel sleeves with bottom surfaces sealed and provided with a first rubber inner core 10 inside; the inner side walls of the top steel sleeve 4 and the bottom steel sleeve 16 (namely the inner side of the steel sleeve side wall 41) are provided with a plurality of spiral notches 42, and the spiral notches 42 are used for being connected with the vertical spring 5; two ends of the vertical spring 5 are connected with the first rubber inner core 10 in the steel sleeve through spiral notches 42.
Specifically, as shown in fig. 4-7, the top steel sleeve 4 and the bottom steel sleeve 16 of the present invention have the same structure, both are cylindrical steel sleeves with one open end and the other closed end, and the inner wall of the cylindrical steel sleeve is provided with a plurality of spiral notches 42, and the spiral notches 42 are used for connecting with the vertical spring 5.
Compared with the prior art, the first rubber inner core 10 with a certain thickness is embedded in the cylindrical top steel sleeve 4 and the cylindrical bottom steel sleeve 16 simultaneously to serve as a buffer, and the vertical spring 5 is matched to play a role in absorbing and transmitting vertical vibration load together; meanwhile, the first rubber inner core 10 can also reduce the abrasion caused by the friction between the top steel sleeve 4 and the bottom steel sleeve back cover 43 and the vertical spring 5, and the service life of the rubber inner core is prolonged.
In order to ensure that the vibration reduction and anti-overturning device 14 in the cylinder cannot twist in the sinking process, the B-type vibration absorber 2 has the same structure and function; the B-type vibration absorber 2 is additionally provided with two groups of steel hinges 9 on the basis of the A-type vibration absorber 1; two groups of steel hinges 9 are positioned at two sides of the vertical spring 5 of the B-type shock absorber 2, the two groups of steel hinges have the same structure and are parallel to each other and are parallel to the vertical spring 5 of the B-type shock absorber 2, one end of each group of steel hinges 9 is fixedly connected with the base cover plate 12 of the cylindrical foundation, and the other end of each group of steel hinges 9 is fixedly connected with the corresponding lower base 6; the number of the transverse springs 3 is equal to that of the B-type vibration absorbers 2, one end of each transverse spring 3 is connected with the A-type vibration absorber 1, the other end of each transverse spring 3 is connected with the B-type vibration absorber 2, and the transverse springs 3 are used for absorbing and transmitting transverse vibration loads of the cylindrical foundation.
Specifically, referring to fig. 2 and 4-6, the two groups of rigid hinges include a first group of rigid hinges and a second group of rigid hinges, which are parallel to each other and disposed on two sides of the vertical spring 5 of the class B shock absorber 2, and the three are disposed in parallel.
Compared with the prior art, the vibration-damping and anti-overturning device 14 in the cylinder can be ensured not to twist in the sinking process by arranging the first group of rigid hinges and the second group of rigid hinges, fixedly connecting the tops of the two groups of rigid hinges with the base cover plate 12 and fixedly connecting the bottom of the two groups of rigid hinges with the lower base 6.
In order to better fix the class A damper 1 and the class B damper 2, in the invention, the lower base 6 of the class A damper 1 is defined as a class A lower base 6, and the lower base 6 of the class B damper 2 is defined as a class B lower base 6; the type A lower base 6 and the type B lower base 6 are both square bodies which are formed by five steel plates and have openings at the bottom surfaces, hollow cavities are arranged in the type A lower base 6 and the type B lower base 6, and second rubber inner cores 8 are arranged in the hollow cavities; holes 7 are formed in the centers of four side steel plates of the A-type lower base 6, and holes 7 are also formed in the center of one side steel plate of the B-type lower base 6 close to the A-type shock absorber 1; the diameter of the hole 7 is equal to the outer diameter of the transverse spring 3; one end of the transverse spring 3 passes through the hole 7 of the class A lower base 6 and is embedded in the second rubber inner core 8, the other end of the transverse spring 3 passes through the hole 7 of the class B lower base 6 and is embedded in the second rubber inner core 8, and the second rubber inner core 8 is used for fixing the transverse spring 3 and playing a role in transverse vibration reduction.
It should be noted that, for the same class B shock absorber 2, the connecting line between the two sets of steel hinges 9 at any height is perpendicular to the connecting line between the corresponding class B shock absorber 2 and the corresponding class a shock absorber 1; the two groups of steel hinges 9 comprise a plurality of rectangular steel plates with the same size and thickness; the rectangular steel plates are connected through a pin 93; the upper ends of the two groups of steel hinges 9 are provided with top connection lugs 92, the lower ends of the two groups of steel hinges 9 are provided with bottom connection lugs 94, the top connection lugs 92 are fixed on the bottom surface of the basic cover plate 12 through welding, and the bottom connection lugs 94 are fixed on the corresponding B-type lower base 6 through welding.
Specifically, as shown in fig. 4 to 6, the top engaging lug 92 and the bottom engaging lug 94 of the present invention are both rectangular steel plates, the rectangular steel plates are provided with first pin holes, the top surface of the top engaging lug 92 is fixedly connected with the base cover plate 12 by welding, and the bottom surface of the bottom engaging lug 94 is fixedly connected with the corresponding lower base 6 by welding. The two groups of steel hinges 9 have the same structure and composition, taking the first group of steel hinges as an example, the first group of steel hinges comprises a first steel plate 95, a second steel plate 96, a third steel plate 97, a fourth steel plate 91, a fifth steel plate 98 and a sixth steel plate 99, the first steel plate 95 to the sixth steel plate 99 are rectangular steel plates, two ends of each rectangular steel plate are provided with second pin holes, the first steel plate 95 and the second steel plate 96 are arranged in parallel, one ends of the first steel plate 95 and the second steel plate 96 are in pin joint with the bottom connecting lug 94, the other ends of the first steel plate 95 and the second steel plate are in pin joint with one end of the third steel plate 97, the other ends of the third steel plate 97 are in pin joint with one ends of the fourth steel plate 91 and the fifth steel plate 98 which are parallel to each other, the other ends of the fourth steel plate 91 and the fifth steel plate 98 are in pin joint with one end of the sixth steel plate 99, and the other end of the sixth steel plate 99 is in pin joint with the top connecting lug 92.
Compared with the prior art, the vibration-damping and anti-overturning device has the advantages that the two groups of hinges with the same structure are arranged, so that the vibration-damping and anti-overturning device 14 in the cylinder is prevented from twisting in the sinking process, the stability of the cylinder type foundation is enhanced, and the torsional deformation of the cylinder type foundation under the vibration load is relieved.
It should be emphasized that, for the same class B shock absorber 2, the height of the steel hinge 9 after ultimate compression is smaller than the height of the corresponding vertical spring 5 after ultimate compression, so as to ensure that the steel hinge 9 does not excessively compress and deform to lock in the sinking process of the shock absorber. For the same type B shock absorber 2, the length of the steel hinge 9 after ultimate stretching is smaller than that of the vertical spring 5 after ultimate stretching, so that the vertical spring 5 cannot be broken due to excessive stretching deformation when the steel hinge 9 plays a role in pulling resistance.
The lengths of the different steel hinges 9 and the vertical springs 5 are adjusted according to the fluctuation of the surface of the foundation soil, and for the B-type shock absorber 2, the heights of the steel hinges 9 and the vertical springs 5 in a natural state are 0.1-0.2 h, wherein h is the height of the cylindrical foundation.
Compared with the prior art, the damping device can ensure the damping effect and cannot increase great sinking resistance to the cylindrical foundation by controlling the rigid hinge and the vertical spring 5 within the range, thereby reducing the difficulty of the construction of the cylindrical foundation. If the height of the rigid hinge and the vertical spring 5 in a natural state exceeds 0.2h, the sinking resistance of the cylindrical foundation in the installation and construction process is large, and instability of the A-type shock absorber 1 and the B-type shock absorber in the installation process, such as overlarge torsional deformation, inclination and the like, can be caused, so that the construction is not facilitated; if the height of the rigid hinge and the vertical spring 5 in a natural state is less than 0.1h, the vibration damping effect cannot be achieved.
It should be noted that the spatial arrangement of the class B shock absorbers 2 is divided into single-layer arrangement and double-layer arrangement, the arrangement number is mainly increased or decreased according to the geological conditions of the foundation soil engineering, and the arrangement number of the class B shock absorbers 2 should be increased when the geological conditions of the foundation soil engineering are poor; the linear distance from the B-type shock absorber 2 to the A-type shock absorber 1 is 0.15-0.4d, and d is the diameter of a cylindrical foundation; increasing or decreasing according to site load conditions, and increasing the linear distance from the B-type shock absorber 2 to the A-type shock absorber 1 when wind load is mainly used; when the wave load is mainly used, the linear distance from the B-type shock absorber 2 to the A-type shock absorber 1 can be reduced.
In order to reduce the resistance of the vibration-damping and anti-overturning device 14 used in the barrel foundation of offshore wind power during the sinking process, the class a lower base 6 and the class B lower base 6 of the present invention are provided with two parallel rows of pressure-relief holes 71, as shown in fig. 2, 8 and 10 of the present invention.
Specifically, the class a lower base 6 and the class B lower base 6 of the present invention are both rectangular, and two rows of pressure release holes 71 are provided on both sides of the lower steel sleeve 4 in the longitudinal direction of the class a lower base 6 and the class B lower base 6, wherein the number of the pressure release holes 71 in one row is 4 to 10, and for example, the number of the pressure release holes 71 in one row is 8.
Compared with the prior art, the invention arranges the pressure relief holes 71 on the class A lower base 6 and the class B lower base 6, so that when the vibration-damping and anti-overturning device 14 in the cylinder sinks, silt and cement workers can pass through the pressure relief holes 71, thereby reducing the sinking resistance of the device.
It should be noted that the steel material of the in-barrel vibration damping and anti-overturning device 14 of the present invention is subjected to corrosion protection treatment.
The inner diameter of the cylinder foundation is 30-40m, and the design height of the cylinder foundation is 12-15m.
Example 1
In this example, site engineering geological conditions are better, the sand bed distribution is more stable, the geological interface between the sand bed and the overlying silt and silty clay interlamination is more stable, the sand bed interface is located about 6.5m below the mud surface, the inner diameter of the cylindrical foundation design is 30m, and the height of the cylindrical foundation design is 12m.
With reference to fig. 1-10, the present embodiment provides an in-drum vibration damping and anti-overturning device 14 for an offshore wind power cylindrical foundation, which is installed inside the cylindrical foundation and fixed below a foundation cover plate 12, and comprises: a class a damper 1, a class B damper 2 and a transverse spring 3.
Wherein, A class shock absorber 1 is located cylindric basis center under, and it is 1 to lay the quantity. Comprises two steel sleeves 4 (a top steel sleeve 4 and a bottom steel sleeve 16), a vertical spring 5 and a lower base 6; the two steel sleeves 4 are connected through a vertical spring 5 with high elastic modulus; the top steel sleeve 4 is connected with the cylindrical base cover plate through welding; the bottom steel sleeve 16 is connected with the lower base 6 through welding; the lower base 6 consists of five steel plates and a rubber inner core; holes 7 are formed in the centers of the steel plates on the periphery of the lower base 6 of the class A shock absorber 1, and the center of one side, close to the class A shock absorber 1, of the lower base 6 of the class B shock absorber 2 is provided with the holes 7; the diameter of the hole 7 is equal to or slightly larger than the outer diameter of the transverse spring 3; the transverse spring 3 is embedded into the rubber inner core through the hole 7; the rubber inner core can fix the transverse spring 3 and also has the function of transverse vibration reduction.
The B-type vibration absorbers 2 are positioned around the A-type vibration absorber 1, the number of the B-type vibration absorbers is 4, and the straight line distance from the center of each B-type vibration absorber to the center of the A-type vibration absorber 1 is 10m. Two groups of steel hinges 9 are added on the basis of the A-type shock absorber 1 component; the steel hinges 9 are positioned at two sides of the vertical spring 5 and are respectively connected with the upper cylindrical basic cover plate and the lower base 6 through welding; in the same type B shock absorber 2, the height of the steel hinge 9 after ultimate compression is smaller than that of the vertical spring 5 after ultimate compression, and the length of the steel hinge 9 after ultimate stretching is smaller than that of the vertical spring 5 after ultimate stretching; each group of steel hinges 9 consists of 6 rectangular steel plates, and the steel plates have the same size of 25mm multiplied by 200mm multiplied by 900mm; the rectangular steel plates are connected through hinges; the upper part and the lower part of the steel hinge 9 are respectively provided with a connecting lug, the top connecting lug 92 is fixed at the bottom of the cylindrical basic cover plate by welding, and the bottom connecting lug 94 is fixed at the lower base 6 by welding, so that the shock absorber is ensured not to be twisted in the sinking process.
The transverse spring 3 is a spring with high elastic modulus, and two ends of the transverse spring are respectively fixed on the A-type shock absorber 1 and the B-type shock absorber 2 and used for absorbing and transmitting transverse vibration load; the number of arrangements is 4.
All steel in the device should be subjected to anticorrosive treatment.
Example 2
Compared with the embodiment 1, the site engineering geological condition is poor in the embodiment, and silt silty clay and silt with low strength are designed in the depth of the cylindrical foundation; the site load is mainly wind load, and the wind load value is greater than that of the example 1; the inner diameter of the cylindrical foundation design is 60m, and the height of the cylindrical foundation design is 18m.
With reference to fig. 2 to 9 and fig. 11, the difference between the present embodiment and embodiment 1 is:
the size of the rectangular steel plate forming the steel hinge 9 in the B-type vibration absorber 2 is 25mm multiplied by 300mm multiplied by 1500mm; the length of the corresponding vertical spring 5 is adjusted to match the length of the steel hinge 9.
The number of the B-type vibration absorbers 2 is 8, and the B-type vibration absorbers 2 are arranged in a double-layer mode in the horizontal direction around the A-type vibration absorber 1, namely the B-type vibration absorbers 2 form two rings around the A-type vibration absorber 1; the straight line distance from the center of the outer B type shock absorber 2 to the center of the inner B type shock absorber 2 is 11m, and the straight line distance from the center of the inner B type shock absorber 2 to the center of the A type shock absorber 1 is 10m; the number of the transverse springs 3 with high elastic modulus is 8.
While the invention has been described with reference to specific preferred embodiments, it will be understood by those skilled in the art that various changes and modifications may be made without departing from the spirit and scope of the invention as defined in the following claims.
Claims (10)
1. An in-barrel vibration damping and anti-overturning device for an offshore wind power barrel type foundation is characterized in that,
the cylindrical foundation comprises a transition section, a foundation cover plate and a hollow steel cylinder which are sequentially connected; the transition section is arranged above the base cover plate and is used for being connected with a fan tower drum, and the top of the fan tower drum is connected with fan blades;
the hollow steel cylinder is arranged below the base cover plate, and the in-cylinder vibration damping and anti-overturning device is arranged in the hollow steel cylinder and is fixedly connected with the bottom surface of the base cover plate;
the foundation cover plate and the hollow steel cylinder are both submerged in seawater and are in direct contact with a seabed soil layer;
the vibration reduction and anti-overturning device in the cylinder comprises an A-type vibration reducer, a plurality of B-type vibration reducers and a plurality of transverse springs, wherein the A-type vibration reducer is positioned under the center of the cylinder type foundation, the B-type vibration reducers are positioned around the A-type vibration reducer, and the A-type vibration reducer is connected with the B-type vibration reducers through the transverse springs.
2. The in-can vibration damping, anti-overturning device for an offshore wind turbine-type foundation according to claim 1, wherein the class a vibration damper comprises a top steel sleeve, a bottom steel sleeve, a vertical spring and a lower base;
the top steel sleeve and the bottom steel sleeve are connected through the vertical spring; the top steel sleeve is fixedly connected with a base cover plate of the cylindrical base; the bottom steel sleeve is fixedly connected with the lower base.
3. The in-barrel vibration damping and anti-overturning device for the offshore wind turbine-type foundation according to claim 2, wherein the top steel sleeve and the bottom steel sleeve have the same structure and are steel sleeves with bottom surfaces sealed and first rubber inner cores arranged in the steel sleeves;
the side walls of the steel sleeves of the top steel sleeve and the bottom steel sleeve are respectively provided with a plurality of spiral notches, and the spiral notches are used for being connected with the vertical spring; and two ends of the vertical spring are connected with the rubber inner core in the steel sleeve through spiral notches.
4. The in-can vibration damping and anti-overturning device for offshore wind turbine-type foundation according to claim 3, wherein a plurality of the class B vibration dampers have the same structure and function; the B-type shock absorber is additionally provided with two groups of steel hinges on the basis of the A-type shock absorber;
the two groups of steel hinges are positioned on two sides of a vertical spring of the B-type shock absorber, the two groups of steel hinges have the same structure and are parallel to each other and are parallel to the vertical spring of the B-type shock absorber, one end of each group of steel hinges is fixedly connected with a base cover plate of the cylindrical foundation, and the other end of each group of steel hinges is fixedly connected with the corresponding lower base;
the number of the transverse springs is equal to that of the B-type vibration absorbers, one end of each transverse spring is connected with the A-type vibration absorbers, the other end of each transverse spring is connected with the B-type vibration absorbers, and the transverse springs are used for absorbing and transmitting transverse vibration loads of a cylindrical foundation.
5. The in-can vibration damping and anti-overturning device for an offshore wind turbine can-type foundation according to claim 4, wherein the lower base of the class A vibration damper is defined as a class A lower base, and the lower base of the class B vibration damper is defined as a class B lower base;
the class A lower base and the class B lower base are both square bodies which are formed by five steel plates and have openings in the bottom surfaces, hollow cavities are formed in the class A lower base and the class B lower base, and second rubber inner cores are arranged in the hollow cavities;
holes are formed in the centers of four side steel plates of the class A lower base, and holes are also formed in the center of one side steel plate of the class B lower base, which is close to the class A shock absorber; the diameter of the hole is equal to the outer diameter of the transverse spring; one end of the transverse spring penetrates through the hole of the class A lower base and is embedded into the second rubber inner core, the other end of the transverse spring penetrates through the hole of the class B lower base and is embedded into the second rubber inner core, and the second rubber inner core is used for fixing the transverse spring and playing a role in transverse vibration reduction.
6. The in-can vibration damping and anti-overturning device for an offshore wind power can-type foundation according to claim 5, wherein a connecting line between the two groups of steel hinges at any height is perpendicular to a connecting line between the corresponding class B vibration damper and the corresponding class A vibration damper;
the two groups of steel hinges comprise a plurality of rectangular steel plates with the same size and thickness; the rectangular steel plates are connected through pins; the upper end of two sets of steel hinges is equipped with the top engaging lug, and the lower extreme is equipped with the bottom engaging lug, the top engaging lug passes through welded fastening in on the bottom surface of basic apron, the bottom engaging lug passes through welded fastening on the B type lower part base that corresponds.
7. The in-can vibration damping, anti-overturning device for offshore wind turbine can-based foundation according to claim 4, wherein for the same class B damper, the height of the steel hinge after extreme compression is less than the height of the corresponding vertical spring after extreme compression.
8. The in-can vibration damping and anti-overturning device for offshore wind turbine type foundation according to claim 7, wherein for the same class B damper, the length of the steel hinge after ultimate stretching is less than the length of the vertical spring after ultimate stretching.
9. The in-can vibration damping and anti-overturning device for offshore wind turbine can-type foundation according to claim 8, wherein for said class B vibration damper, the height of said steel hinge and vertical spring in natural state is 0.1-0.2 h, wherein h is the height of can-type foundation.
10. The in-can vibration damping, anti-overturning device for offshore wind drum based foundation according to claims 1 to 9, characterized in that the spatial arrangement of said class B vibration dampers is divided into single-layer arrangement and double-layer arrangement;
when the B-type shock absorber is arranged in a single layer, the linear distance from the B-type shock absorber to the A-type shock absorber is 0.15-0.4 d, wherein d is the diameter of a cylindrical foundation;
when the B-type shock absorber is arranged in a double-layer mode, the B-type shock absorber forms an inner ring and an outer ring which take the A-type shock absorber as a center; the linear distance from the B-type shock absorber to the A-type shock absorber forming the inner ring is 0.15-0.4 d, wherein d is the diameter of a cylindrical foundation.
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN204199334U (en) * | 2014-09-19 | 2015-03-11 | 江西省辉煌建设集团有限公司 | A kind of shock insulating foundation |
| CN106351217A (en) * | 2016-09-20 | 2017-01-25 | 太原理工大学 | Self-resetting multidimensional damping pipe pile group foundation and construction method |
| CN108049437A (en) * | 2017-12-31 | 2018-05-18 | 佛山市南海区会斌金属贸易有限公司 | One kind is based on light house damping base |
| WO2019075959A1 (en) * | 2017-10-18 | 2019-04-25 | 同济大学 | Three-dimensional shock/vibration isolation support with self-adaptive stiffness characteristic |
| CN209741893U (en) * | 2019-03-18 | 2019-12-06 | 山东盛威建设集团有限公司 | Novel earthquake-resistant building foundation |
| CN111236297A (en) * | 2020-01-06 | 2020-06-05 | 三箭建设工程集团有限公司 | Equipment foundation vibration isolation structure and construction method thereof |
| CN112161018A (en) * | 2020-09-22 | 2021-01-01 | 东南大学 | Infrastructure large-bearing multi-direction vibration isolating and reducing device and disaster prevention method thereof |
| CN113090702A (en) * | 2021-03-12 | 2021-07-09 | 长安大学 | Composite damping vibration damper |
-
2022
- 2022-03-18 CN CN202210269544.2A patent/CN115434354B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN204199334U (en) * | 2014-09-19 | 2015-03-11 | 江西省辉煌建设集团有限公司 | A kind of shock insulating foundation |
| CN106351217A (en) * | 2016-09-20 | 2017-01-25 | 太原理工大学 | Self-resetting multidimensional damping pipe pile group foundation and construction method |
| WO2019075959A1 (en) * | 2017-10-18 | 2019-04-25 | 同济大学 | Three-dimensional shock/vibration isolation support with self-adaptive stiffness characteristic |
| CN108049437A (en) * | 2017-12-31 | 2018-05-18 | 佛山市南海区会斌金属贸易有限公司 | One kind is based on light house damping base |
| CN209741893U (en) * | 2019-03-18 | 2019-12-06 | 山东盛威建设集团有限公司 | Novel earthquake-resistant building foundation |
| CN111236297A (en) * | 2020-01-06 | 2020-06-05 | 三箭建设工程集团有限公司 | Equipment foundation vibration isolation structure and construction method thereof |
| CN112161018A (en) * | 2020-09-22 | 2021-01-01 | 东南大学 | Infrastructure large-bearing multi-direction vibration isolating and reducing device and disaster prevention method thereof |
| CN113090702A (en) * | 2021-03-12 | 2021-07-09 | 长安大学 | Composite damping vibration damper |
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Effective date of registration: 20231211 Address after: 210029 No. 223, Guangzhou Road, Gulou District, Jiangsu, Nanjing Patentee after: NANJING HYDRAULIC Research Institute Patentee after: CHINA COMMUNICATION CONSTRUCTION COMPANY FIRST HARBOUR CONSULTANTS Co.,Ltd. Address before: No. 223, Guangzhou road, Gulou District, Nanjing, Jiangsu 210024 Patentee before: NANJING HYDRAULIC Research Institute |