A tuned cable damper for multi-modal vibration control of tall structures

Abstract

The present application relates to a kind of tuned cable damper for high-rise structure multimode vibration control, by the mass block being spaced apart in the length direction of cable structure on cable structure, so that the mass block can be hung in the interior space of rigid enclosure wall by cable structure, and the upper end of cable structure is connected to the top of high-rise structure, and rigid enclosure wall is fixed to the top of high-rise structure, when high-rise structure produces vibration, cable structure shakes and deforms, when amplitude is small, energy dissipation can be achieved by mass block compression and tension between adjacent mass block tension-compression energy dissipation piece, when amplitude is large, mass block also collides with rigid enclosure wall and dissipates energy, realize the vibration control of high-rise structure arbitrary mode;In addition, when amplitude is small and amplitude is large, the elastic restoring force of tuned vibration reduction cable can be provided by the gravitational potential energy of mass block and the tension-compression energy dissipation piece between adjacent mass block, so that it can achieve the effect of continuous vibration reduction.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of high-rise structure damper, and particularly relates to a tuned cable damper for multi-modal vibration control of high-rise structure. BACKGROUND

[0002] The application of traditional tuned dampers (such as tuned mass dampers) in high-rise structure vibration control has certain application value, but also inevitably has some drawbacks. First of all, the cost problem, from the selection of materials to accurate processing and debugging, each link is accompanied by high cost. For some large high-rise structure projects, multiple dampers need to be installed, which greatly increases the total cost.

[0003] In some large television towers, wind turbine towers or solar thermal power station heat absorption tower projects, the use of a single tuned damper can only control the first modal vibration, while the earthquake and wind load may cause multi-modal vibration (such as first modal vibration, second modal vibration and third modal vibration) of the high-rise structure. In order to achieve better damping effect, it may be necessary to install dozens or even dozens of tuned dampers, greatly increasing the construction and operation cost. Secondly, the tuned damper is very sensitive to the natural frequency of the structure. Since its working principle is mainly based on the matching with the natural frequency of the structure to achieve the damping effect, once the natural frequency of the structure changes greatly, for example, due to long-term load action, structural damage or modification, the performance of the damper may be seriously affected. In this case, the damper needs to be adjusted or redesigned, which not only brings additional cost and time, but also may affect the normal use of the structure. Thirdly, the space requirement is also a limiting factor. Tuned dampers usually need to occupy a certain internal space of the structure, which is a challenge for high-rise structures that are already space-constrained. During the design phase, the installation location and space requirement of the damper need to be fully considered, which may have a certain impact on the layout and function of the structure. For example, in some high-rise structures with limited internal space, in order to install the tuned damper, a part of the use space may need to be sacrificed, or other parts of the structure may need to be redesigned and adjusted to ensure enough space to accommodate the damper. Although the traditional tuned damper performs well in dealing with some common vibration situations, its damping effect may not be ideal when facing some complex dynamic loads or extreme situations, especially when encountering strong earthquakes or wind disasters.

[0004] In summary, the traditional tuned mass damper has the problems of narrow vibration damping frequency band, large space occupation and inability to control multi-order modal vibration of the structure by a single device. The paper Hanging-chain impact dampers_a simple method for damping tall flexible structures, in International Research Seminar-wind Effect on Building and Structures discloses: "This paper studies a simple damping concept to suppress wind-induced vibration of a class of upright structures (such as antennas, chimneys and towers). The results show that the chain covered with a rubber sleeve and freely suspended to hit the vertical channel can absorb a large amount of energy related to the lateral oscillation of the channel." This chain damper can present different linearities in response to different structural vibrations, and is suitable for any modal superposition of high-rise structures, solving the problem that a single traditional tuned mass damper cannot control multi-modal vibration; secondly, the chain damper can design the working space of the chain according to the actual demand, solving the problem of space installation of the traditional tuned mass damper; the chain damper adopts collision energy dissipation, solving the defects of liquid leakage and poor durability of viscous damping in the traditional tuned mass damper.

[0005] However, the above chain damper, the rubber wrapped iron chain, through the vibration of the high-rise structure to cause the swing of the iron chain, so that the iron chain collides with the wall of the box to dissipate energy, when the amplitude is small and the chain cannot collide with the wall, it cannot dissipate energy; and only using chain, the elastic restoring force is insufficient; only relying on the mass of the chain itself, the mass is small, and the damping effect is poor; the ring buckle of the iron chain will be worn. SUMMARY

[0006] The purpose of the present application is to overcome the deficiencies of the chain damper in the prior art, which uses rubber wrapped iron chain, through the vibration of the high-rise structure to cause the swing of the iron chain, so that the iron chain collides with the wall of the box to dissipate energy, when the amplitude is small and the chain cannot collide with the wall, it cannot dissipate energy, only using chain, the elastic restoring force is insufficient, and only relying on the mass of the chain itself, the tuned mass is small, and the damping effect is poor, and provides a tuned cable damper for multi-modal vibration control of high-rise structures.

[0007] In a first aspect, the present application provides a tuned cable damper for multi-modal vibration control of high-rise structures, comprising:

[0008] A rigid enclosing wall for fixing at the top of the high-rise structure, the axial direction of the rigid enclosing wall is vertical;

[0009] The tuned damping cable includes a cable structure and a plurality of masses, the upper end of the cable structure is used for being fixed to the high-rise structure, the lower part of the cable structure is located in the internal space of the rigid enclosure wall, all the masses are arranged at intervals along the length direction of the cable structure, the masses are connected to the cable structure, a tension-compression energy dissipation member is connected between adjacent masses, and the masses are located in the rigid enclosure wall.

[0010] A collision energy dissipation member is arranged on at least one of the masses and the inner side of the rigid enclosure wall.

[0011] The tuned cable damper for multi-modal vibration control of a high-rise structure can suspend a plurality of masses in the internal space of a rigid enclosure wall through a cable structure, the upper end of the cable structure is connected to the top of the high-rise structure, and the rigid enclosure wall is fixed to the top of the high-rise structure. When the high-rise structure generates vibration with a large amplitude, the cable structure shakes and deforms, so that the masses can collide with the inner wall of the rigid enclosure wall. At least one of the masses and the inner side of the rigid enclosure wall is provided with a collision energy dissipation member, so that the collision of the masses with the inner wall of the rigid enclosure wall can generate energy dissipation. Compared with the chain damper in the prior art, the masses can provide a larger physical mass, so that the tuned cable damper has a larger additional mass than the chain damper in the prior art, and thus has a better damping effect. Moreover, when the amplitude is small, the masses can compress and stretch the tension-compression energy dissipation member between adjacent masses to generate energy dissipation. When the amplitude is large, the masses collide with the rigid enclosure wall to generate energy dissipation through the collision energy dissipation member, thereby achieving a double energy dissipation effect. In addition, the gravitational potential energy of the masses and the tension-compression energy dissipation member between adjacent masses can provide an elastic restoring force of the tuned damping cable during vibration with a small amplitude and vibration with a large amplitude, thereby achieving a continuous damping effect.

[0012] Preferably, the tension-compression energy dissipation member has a ring structure, and the tension-compression energy dissipation member is sleeved outside the cable structure, so that balanced damping and energy dissipation can be achieved in the circumferential direction.

[0013] Preferably, the inner diameter of the tension-compression energy dissipation member is greater than the maximum size of the cross section of the cable structure, that is, the tension-compression energy dissipation member does not contact the cable structure, so as to maximize the use of the tension-compression energy dissipation material and reduce material waste.

[0014] Preferably, when the masses are provided with the collision energy dissipation member, the collision energy dissipation member is arranged on the circumferential side of the masses.

[0015] When the inner side of the rigid enclosure wall is provided with the collision energy dissipation member, the collision energy dissipation member is arranged on the inner surface of the rigid enclosure wall.

[0016] The collision energy consumption part can improve the collision energy consumption effect.

[0017] Preferably, the mass block and the rigid enclosure wall are provided with the collision energy consumption part, so that the collision energy consumption effect is better, and the service life is improved.

[0018] Preferably, the bottom plate is arranged at the bottom of the rigid enclosure wall, and the bottom plate and the rigid enclosure wall form a rigid cylinder.

[0019] The bottom plate can prevent the tuned vibration damping cable from falling and damaging the equipment and line pipes in the high-rise structure.

[0020] Preferably, the first connecting piece is arranged on the outer side of the rigid enclosure wall, and the first connecting piece is used for connecting the rigid enclosure wall and the high-rise structure.

[0021] And / or,

[0022] The second connecting piece is a cross structure, the upper end of the cable structure is connected to the center of the cross structure, and the cross structure is higher than the top of the rigid enclosure wall.

[0023] The first connecting piece is arranged on the outer side of the rigid enclosure wall, and the first connecting piece is used for connecting the rigid enclosure wall and the high-rise structure.

[0024] Preferably, in the initial state, the vertical distance between the lower end of the cable structure and the lower end of the rigid enclosure wall is αL0ΔT, wherein α and L0 respectively represent the linear expansion coefficient and the initial length of the cable structure, and ΔT represents the environmental temperature change, so as to avoid the damping failure or structure damage caused by the cable elongation due to temperature change, and also to reduce the vertical height of the rigid enclosure wall, save cost, and facilitate installation.

[0025] And / or, the lowermost mass block is connected to the lower end of the cable structure, so as to maximize the use of the cable structure, reduce the vertical height of the rigid enclosure wall, save cost, and facilitate installation.

[0026] And / or, all the mass blocks are uniformly arranged along the length direction of the cable structure, so as to ensure that the tuned vibration damping cable can realize any order vibration mode in balance.

[0027] Preferably, the cable structure is a steel wire rope, a steel chain or a hemp rope;

[0028] And / or, the tension-compression energy dissipation piece adopts a rubber material, an ACF material or an EVA material;

[0029] And / or, the collision energy dissipation piece adopts a rubber material, an ACF material or an EVA material.

[0030] Preferably, the mass block is a circular pie structure, the rigid enclosing wall is an annular structure, and the upper end of the cable structure is arranged at the horizontal center of the rigid enclosing wall.

[0031] Compared with the prior art, the beneficial effects of the present application are:

[0032] The present application provides a tuned cable damper for multi-modal vibration control of a high-rise structure. A plurality of mass blocks are arranged along the length direction of the cable structure, so that the plurality of mass blocks can be suspended in the internal space of the rigid enclosing wall through the cable structure. The upper end of the cable structure is connected to the top of the high-rise structure, and the rigid enclosing wall is fixed to the top of the high-rise structure. When the high-rise structure produces a large amplitude vibration, the cable structure shakes and deforms, so that the mass blocks can collide with the inner wall of the rigid enclosing wall. At least one of the mass blocks and the inner side of the rigid enclosing wall is provided with the collision energy dissipation piece, so that the collision of the mass blocks with the inner wall of the rigid enclosing wall can generate energy dissipation. The mass blocks can provide a large physical mass, so that the tuned cable damper has a larger additional mass compared with the chain damper of the prior art, and thus has a better vibration reduction effect. Moreover, when the amplitude is small, the mass blocks can compress and stretch the tension-compression energy dissipation piece between adjacent mass blocks to dissipate energy. When the amplitude is large, the collision energy dissipation piece dissipates energy through the collision of the mass blocks with the rigid enclosing wall. The double energy dissipation effect is achieved. In addition, in the case of small amplitude and large amplitude vibration, the gravitational potential energy of the mass blocks and the tension-compression energy dissipation piece between adjacent mass blocks can provide the elastic restoring force of the tuned vibration reduction cable, so that the tuned cable damper can achieve a continuous vibration reduction effect. BRIEF DESCRIPTION OF DRAWINGS

[0033] Figure 1 The structure diagram of the tuned cable damper for multi-modal vibration control of a high-rise structure according to the present application;

[0034] Figure 2 The plane diagram of the second connecting piece;

[0035] Figure 3 The horizontal section diagram of the tuned cable damper for multi-modal vibration control of a high-rise structure according to the present application;

[0036] Figure 4 The structure deformation diagram of the tuned vibration reduction cable;

[0037] Figure 5 A schematic diagram of the tuned cable damper for multi-modal vibration control of high-rise structures installed on the top of a high-rise structure according to the present application;

[0038] Figure 6 A horizontal section schematic diagram of the tuned cable damper for multi-modal vibration control of high-rise structures installed on the top of a high-rise structure according to the present application;

[0039] Figure 7 A first-order vibration energy dissipation schematic diagram when no collision energy dissipation occurs;

[0040] Figure 8 A second-order vibration energy dissipation schematic diagram when no collision energy dissipation occurs;

[0041] Figure 9 A third-order vibration energy dissipation schematic diagram when no collision energy dissipation occurs;

[0042] Figure 10 A multi-order vibration energy dissipation schematic diagram when no collision energy dissipation occurs;

[0043] Figure 11 A first-order vibration energy dissipation schematic diagram when collision energy dissipation occurs;

[0044] Figure 12 A second-order vibration energy dissipation schematic diagram when collision energy dissipation occurs;

[0045] Figure 13 A third-order vibration energy dissipation schematic diagram when collision energy dissipation occurs;

[0046] Figure 14 A multi-order vibration energy dissipation schematic diagram when collision energy dissipation occurs;

[0047] Figure 15 A discretization model schematic diagram of the tuned cable damper for multi-modal vibration control of high-rise structures attached to a single-degree-of-freedom system according to the present application.

[0048] Legend in the figure: 1, high-rise structure; 2, rigid cylinder; 21, rigid enclosing wall; 22, bottom plate; 3, tuned vibration reduction cable; 31, cable structure; 311, fixed end; 32, mass block; 33, tension-compression energy dissipation piece; 41, first collision energy dissipation piece; 42, second collision energy dissipation piece; 51, first connecting piece; 52, second connecting piece; 6, ground. DETAILED DESCRIPTION

[0049] The present application will be further described below in conjunction with specific embodiments. However, it should not be understood that the scope of the above-mentioned subject matter of the present application is limited to the following embodiments only, and any technology realized based on the content of the present application falls within the scope of the present application.

[0050] In the description of specific embodiments of the present application, the terms of orientation or positional relationship such as "upper", "lower", "left", "right", "center", "inner", "outer" and the like are expressed based on the orientation or positional relationship shown in the drawings or the orientation or positional relationship in which the product / device / apparatus of the present application is usually used, unless otherwise specified. These terms of orientation or positional relationship are only for the convenience of describing the present application or simplifying the description in specific embodiments, facilitating the quick understanding of the scheme by the skilled person, and therefore cannot be understood as indicating or implying that a specific device / component / element must have a specific orientation or be constructed and operated in a specific positional relationship, and therefore cannot be understood as limiting the present application.

[0051] In addition, the terms "horizontal", "vertical", "suspended", "parallel" and the like do not mean that the corresponding device / component / element must be absolutely horizontal or vertical or suspended or parallel, but can be slightly inclined or deviated. For example, "horizontal" only means that its direction is more horizontal relative to "vertical", and does not mean that the structure must be completely horizontal, but can be slightly inclined. Alternatively, it can be simplified to understand that the corresponding device / component / element is arranged in the direction of "horizontal", "vertical", "suspended", "parallel" and the like, and can have an error / deviation of ±10% with respect to the corresponding direction, more preferably an error / deviation of ±8% or less, more preferably an error / deviation of ±6% or less, more preferably an error / deviation of ±5% or less, and more preferably an error / deviation of ±4% or less. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the scheme of the present application.

[0052] In addition, the terms "first", "second", "third" and the like in the terms are only used to distinguish the same or similar components for description, and should not be understood as emphasizing or implying the relative importance of the specific components.

[0053] In addition, in the description of embodiments of the present application, "several", "a plurality of", "several" represent at least 2. It can be 2, 3, 4, 5, 6, 7, 8, 9, etc. in any case, and even more than 9.

[0054] In addition, in the description of the technical scheme of the present application, unless otherwise specified / limited / limited, the terms "arrangement", "installation", "connection", "connection", "provided with", "laid", "arrangement" should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or it can be integrally connected, such as welding, riveting, bolting, screwing and other commonly used connection means in the art. The connection can be mechanical connection, electrical connection or communication connection; it can be directly connected or indirectly connected through an intermediate medium; it can be the communication between two elements.

[0055] Example 1

[0056] like Figures 1-6 As shown, a tuned cable damper for multi-modal vibration control of high-rise structures includes: a rigid enclosing wall 21, a tuned vibration-absorbing cable 3 and a collision energy-absorbing member.

[0057] The rigid enclosure wall 21 is used to be fixed on the top of the tall structure 1, and the axial direction of the rigid enclosure wall 21 is vertical; Figure 5 As shown, the rigid enclosure wall 21 and the towering structure 1 are preferably connected and fixed by a plurality of first connecting members 51, all of which are distributed circumferentially and vertically along the outer side of the rigid enclosure wall 21. The first connecting members 51 are distributed circumferentially and vertically along the outer side of the rigid enclosure wall 21 to ensure a stable connection with the towering structure 1 in the circumferential and vertical directions, thereby ensuring stability in the event of a collision. Figure 3 As shown, the first connecting members 51 are arranged in a row every 90° in the circumferential direction on the outer side of the rigid enclosing wall 21, as shown in FIG. Figure 1 As shown, a plurality of first connecting members 51 are arranged at intervals in each vertical column on the outside of the rigid enclosing wall 21. The first connecting member 51 can be a metal rod, which is fixed to the top inner wall of the towering structure 1 by welding or other means. In addition to the connection method using a plurality of first connecting members 51, fixing the rigid enclosing wall 21 to the top of the towering structure 1 by other means can also meet the needs. The rigid enclosing wall 21 is connected to the controlled structure (towering structure 1) through the connecting member, and ensures that when the controlled structure vibrates, no relative deformation occurs between the rigid enclosing wall 21 and the towering structure 1.

[0058] like Figure 4 As shown, the tuned vibration-damping cable 3 includes a cable structure 31 and a plurality of mass blocks 32. The upper end of the cable structure 31 is used to be fixed to the towering structure 1. Preferably, as shown in FIG. Figure 2 and Figure 5 As shown, the upper end of the cable structure 31 is fixed to the towering structure 1 by the second connecting member 52, and the second connecting member 52 is a cross structure, and the cross structure is used to be horizontally connected to the towering structure 1, and the upper end of the cable structure 31 is connected to the center of the cross structure. The second connecting member 52 uses a cross to suspend the cable structure 31 at the cross-sectional center of the rigid enclosure wall 21, ensuring that the initial position in all directions is the same, so that the collision energy can be stably absorbed in all directions; the cross structure is higher than the top of the rigid enclosure wall 21, so that the second connecting member 52 does not contact the rigid enclosure wall 21. Compared with directly using a rigid enclosure wall 21 with a top cover, it is easier to replace the collision energy absorbing parts and the tensile and compressive energy absorbing parts 33, and it is convenient for disassembly and construction.

[0059] like Figure 1 and Figure 4As shown, the lower part of the cable structure 31 is located in the inner space of the rigid enclosure wall 21, and all the mass blocks 32 are arranged at intervals along the length direction of the cable structure 31, the mass blocks 32 are connected to the cable structure 31, and the mass blocks 32 are located in the rigid enclosure wall 21; that is, by arranging a plurality of mass blocks 32 at intervals along the length direction of the cable structure 31 on the cable structure 31, the plurality of mass blocks 32 can be hung in the inner space of the rigid enclosure wall 21 through the cable structure 31, and the upper end of the cable structure 31 is connected to the top of the high-rise structure 1, and the rigid enclosure wall 21 is fixed to the top of the high-rise structure 1; when the high-rise structure 1 generates vibration with a large amplitude, the cable structure 31 shakes and deforms, so that the mass blocks 32 can impact the inner wall of the rigid enclosure wall 21;

[0060] And at least one of the mass block 32 and the inner side of the rigid enclosure wall 21 is provided with the impact energy dissipation piece, that is, the mass block 32 is provided with the impact energy dissipation piece, and the inner side of the rigid enclosure wall 21 is not provided with the impact energy dissipation piece; or the mass block 32 is not provided with the impact energy dissipation piece, and the inner side of the rigid enclosure wall 21 is provided with the impact energy dissipation piece; or the mass block 32 and the inner side of the rigid enclosure wall 21 are both provided with the impact energy dissipation piece; as Figures 11-14 As shown, the impact of the mass block 32 and the inner wall of the rigid enclosure wall 21 can generate energy dissipation, compared with the chain damper of the prior art, the mass block 32 can provide larger physical mass, so that the tuned cable damper has larger additional mass compared with the chain damper of the prior art, and thus has better vibration reduction effect;

[0061] Moreover, the tension-compression energy dissipation piece 33 is connected between adjacent mass blocks 32, and when the amplitude is small, energy dissipation can occur by compression and tension of the tension-compression energy dissipation piece 33 between adjacent mass blocks 32, as Figures 7-10 As shown; when the amplitude is large, energy dissipation occurs through the impact of the mass block 32 and the rigid enclosure wall 21, realizing double energy dissipation effect; in addition, in the vibration with small amplitude and large amplitude, the elastic restoring force of the tuned vibration reduction cable 3 can be provided by the gravitational potential energy of the mass block 32 and the tension-compression energy dissipation piece 33 between adjacent mass blocks 32, so that it can achieve the effect of continuous vibration reduction.

[0062] As a more preferred embodiment, the mass block 32 and the inner side of the rigid enclosure wall 21 are both provided with the impact energy dissipation piece, as Figure 1 And Figure 14 As shown, the inner side of the rigid enclosure wall 21 is provided with a first impact energy dissipation piece 41, and the mass block 32 is provided with a second impact energy dissipation piece 42 outside the periphery of the mass block 32, the first impact energy dissipation piece 41 is connected to the inner side of the rigid enclosure wall 21 by adhesion or bolt connection, and the second impact energy dissipation piece 42 is adhesively connected to the periphery of the mass block 32, realizing the wrapping of the mass block 32. Figure 14The second collision energy dissipation member 42 outside the mass block 32 collides with the first collision energy dissipation member 41 inside the rigid enclosure wall 21, so that the collision energy dissipation effect is better, and the service life is improved. When the mass block 32 is provided with the collision energy dissipation member, the collision energy dissipation member is arranged on the circumference of the mass block 32 relative to the cable structure 31; when the inside of the rigid enclosure wall 21 is provided with the collision energy dissipation member, the collision energy dissipation member is arranged on the inner surface of the rigid enclosure wall 21. The arrangement of the collision energy dissipation member can improve the collision energy dissipation effect.

[0063] In the embodiment, the tension-compression energy dissipation member 33 is connected between two adjacent mass blocks 32, and can produce tension-compression energy dissipation when the two adjacent mass blocks 32 have a relative rotation angle. As a preferred embodiment, the tension-compression energy dissipation member 33 has a ring structure, and is arranged outside the cable structure 31, so that balanced vibration damping and energy dissipation can be achieved in the circumferential direction. Further, the inner diameter of the tension-compression energy dissipation member 33 is greater than the maximum size of the cross section of the cable structure 31, as shown in Figure 4 , that is, the tension-compression energy dissipation member 33 does not contact the cable structure 31, so as to maximize the use of tension-compression energy dissipation materials and reduce material waste.

[0064] In Figure 15 , the lower single-degree-of-freedom system represents Figure 5 the high-rise structure 1 in , where m1, k1 and c1 represent the first-order modal mass, the first-order bending stiffness and the first-order damping coefficient of the high-rise structure 1, respectively. The upper multiple series subsystems are tuned cable dampers, and m bn , k bn and c bn represent the mass, stiffness and damping coefficient of the nth subsystem, respectively, where the mass is provided by the circular mass block 32, the stiffness is provided by the gravitational potential energy of the circular mass block 32, the stiffness of the cable structure 31 and the tension-compression energy dissipation member 33, and the damping is provided by the tension-compression energy dissipation member 33. The partition plates on both sides of the mass block 32 represent the rigid enclosure wall 21. The figure is used to show the force condition of the tuned cable damper for coupling the high-rise structure, which can be regarded as multiple series tuned mass dampers when the amplitude is small, and can be regarded as multiple series double-sided collision tuned mass dampers when the amplitude is large.

[0065] As a preferred embodiment, the tuned cable damper for multi-modal vibration control of a high-rise structure further comprises a bottom plate 22, as shown in Figure 1 , the bottom plate 22 is arranged at the bottom of the rigid enclosure wall 21, and the bottom plate 22 and the rigid enclosure wall 21 form a rigid cylinder 2. The arrangement of the bottom plate 22 can prevent the tuned vibration damping cable 3 from falling and damaging the equipment and line pipes inside the high-rise structure 1.

[0066] As a preferred embodiment, as shown in Figure 1 The vertical distance between the lower end of the cable structure 31 and the lower end of the rigid enclosure wall 21 is aL0ΔT, where a and L0 represent the linear expansion coefficient and initial length of the cable structure 31 respectively, and ΔT represents the temperature change, so as to avoid the failure of vibration damping or structural damage caused by the cable stretching due to temperature change, and also to reduce the vertical height of the rigid enclosure wall 21, save costs, and facilitate installation.

[0067] As a preferred embodiment, as shown in Figure 1 The lowermost mass block 32 is connected to the lower end of the cable structure 31, which can make the most of the cable structure 31, reduce the vertical height of the rigid enclosure wall 21, save costs, and facilitate installation.

[0068] As a preferred embodiment, as shown in Figure 1 All the mass blocks 32 are uniformly arranged along the length direction of the cable structure 31, so as to ensure that the tuned vibration damping cable 3 can balance the realization of any order mode shape.

[0069] As a preferred embodiment, the cable structure 31 is a steel wire rope, a steel chain or a hemp rope, which can be bent and deformed without being easily sheared. The strength of the hemp rope needs to meet the impact energy dissipation requirement. The ring buckle of the steel chain will be worn, while the steel wire rope has no wear effect and high strength and durability. The mass block 32 can be a steel member. Compared with the connection of the hemp rope and the steel chain with the mass block 32, the steel wire rope and the mass block 32 can be connected by welding, which is more convenient. The cable structure 31 has the characteristics of swinging in any direction. When the steel chain is used, the steel chain adopts a ring buckle type or multiple universal ball hinges. The number of ring buckles or universal ball hinges of the steel chain should not be too small, and the length of the steel chain should not be too short, so as to ensure that the steel chain has enough modes. When the steel chain is a ring buckle type chain, it should have enough strength and durability to prevent ring buckle wear due to long-term vibration. When the steel chain is connected by multiple spherical hinges, each spherical hinge should have enough smoothness and provide certain viscous damping effect, and the strength of the spherical hinge should meet the design requirements to prevent the ball from separating from the shell. When the cable structure 31 is a steel wire rope, it has a certain flexibility and can present multiple mode shapes in the working state.

[0070] In this embodiment, the impact energy dissipation member uses impact energy dissipation material, and the tension-compression energy dissipation member 33 uses tension-compression energy dissipation material. The impact energy dissipation material and the tension-compression energy dissipation material should have the energy dissipation effect of elastic-plasticity. The ring width of the tension-compression energy dissipation material should be moderate, which can ensure enough energy dissipation effect and appropriate tuning recovery effect. The impact energy dissipation material and the tension-compression energy dissipation material should have enough buffering and energy absorption characteristics. The impact energy dissipation material should be closely attached to the outside of the mass block 32 and the inside of the rigid enclosure wall 21.

[0071] As a preferred embodiment, the tension-compression energy dissipation member 33 is made of rubber material, ACF material or EVA material, etc.

[0072] As a preferred embodiment, the collision energy dissipation member is made of rubber material, ACF material or EVA material, etc.

[0073] Among them, ACF material (Artificial Cartilage Foam) is a kind of bionic energy absorption material, EVA material is a material made of ethylene and vinyl acetate copolymer, its chemical name is ethylene-vinyl acetate copolymer (Ethylene Vinyl Acetate Copolymer), abbreviated as EVA.

[0074] As a preferred embodiment, as shown in Figure 3 The mass block 32 is a circular pie structure, the rigid enclosure wall 21 is an annular structure, and the upper end of the cable structure 31 is arranged at the horizontal center of the rigid enclosure wall 21, so that the initial position of the tuned vibration absorbing cable 3 is located at the center of the circle, which can ensure that the collision energy dissipation effect in any horizontal direction of the circumference is the same, that is, it is beneficial to ensure that the energy dissipation capacity in each direction is balanced. In special cases, such as installation space limitations and other problems, the rigid enclosure wall 21 can also be square or polygonal, etc. The rigid enclosure wall 21 should have sufficient strength and small mass, and the rigid enclosure wall 21 should not be deformed when the cable structure 31 is deformed with large amplitude and collides with the collision energy dissipation material.

[0075] The tuned cable damper for multi-modal vibration control of high-rise structures has multi-modal vibration control effect. When the controlled structure (high-rise structure 1) is excited by the superposition of multiple modal vibrations and presents multi-frequency vibration under external load, the vibration will be transmitted to the tuned cable damper and excite the multi-modal vibration tuning effect of the tuned cable damper. The tuned cable damper performs elastic-plastic tension and compression energy dissipation or collision energy dissipation, thereby reducing the vibration response of the controlled structure. The tuned cable damper itself has multiple modes, and different frequencies of high-rise structure 1 vibration will also excite different tuning frequencies of the tuned cable damper, which can adaptively tune energy dissipation according to the response of high-rise structure 1. It has the advantage of wide vibration reduction frequency band, overcoming the defect that traditional tuned mass damper can only control well at a single frequency. And it has the advantages of small installation space and low cost. When the installation space is limited, the rigid enclosing wall 21 can be reduced. At this time, when the external load is large, the tuned cable damper mainly dissipates energy through collision to achieve the purpose of reducing the structural response, overcoming the defect that the traditional tuned mass damper is insufficient in energy dissipation when the stroke is limited. The tuned cable damper can realize multi-modal vibration and wide frequency excitation with a single damper, which has similar control effect as multiple traditional tuned mass dampers, reducing the disadvantage of cost increase caused by excessive installation quantity. And it has strong durability. The tuned cable damper uses cable structure 31 for tuning, elastic-plastic material tension and compression, and collision energy dissipation, which is more diversified than traditional tuned mass damper, avoiding the defect that single energy dissipation causes the overall failure of the damper. In addition, the elastic-plastic material tension and compression and collision have more durable, avoiding the phenomenon of oil leakage or buckling jam of traditional viscous damper, improving the operating cost of the whole life cycle.

[0076] In summary, in the embodiment, the cable structure 31 is a flexible cable, the mass 32 is a circular iron disc, the flexible cable is connected in series with the circular iron disc, the tension-compression energy dissipation member 33 is installed between the circular iron disc interlayers, the first impact energy dissipation member 41 is wrapped on the side surface of the iron disc, and the second impact energy dissipation member 42 is installed inside the cylinder wall of the rigid cylinder 2. When the amplitude is small, energy is dissipated by compressing and stretching the tension-compression energy dissipation member 33 between the circular iron discs, and when the amplitude is large, the circular iron disc can further dissipate energy with the cylinder wall impact energy dissipation material, having a double energy dissipation effect. The tension-compression energy dissipation material is installed between the circular iron discs, which can not only provide energy dissipation, but also provide elastic restoring force of the flexible cable. A plurality of circular iron discs are installed on the flexible cable, which can provide a large physical mass, and the larger the additional mass of the tuned damper, the better the damping effect. The flexible cable adopts a steel wire rope, which has no wear effect and is durable. The tuned cable damper overcomes the shortcomings of the traditional tuned mass damper, such as narrow damping frequency band, large occupied space, inability to control multi-modal vibration of the structure with a single device, and poor durability, that is, the tuned cable damper can present different linearities in different responses of the high-rise structure 1 vibration, and is suitable for any modal superposition of the high-rise structure 1, solving the problem that a single traditional tuned mass damper cannot realize multi-modal vibration control. In addition, the tuned cable damper can design the working space of the tuned damping cable 3 according to actual needs, solving the space installation problem of the traditional tuned mass damper. The tuned cable damper adopts tension-compression energy dissipation and impact energy dissipation, solving the defects of liquid leakage and poor durability of the traditional tuned mass damper. The tuned cable damper can be used for wind-induced vibration and seismic response control of high-rise building structures, chimneys, fan tower cylinders, and solar thermal power station heat absorption towers.

[0077] The above merely describes the preferred embodiments of the present application and is not used to limit the present application, and any modification, equivalent replacement, and improvement within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A tuned cable damper for multi-modal vibration control of tall structures, characterized in that: The application relates to a damping device for a high-rise structure (1), which comprises the following components: a rigid enclosing wall (21) used for being fixed at the top of the high-rise structure (1), the axial direction of the rigid enclosing wall (21) being vertical; a tuned damping cable (3) comprising a cable structure (31) and a plurality of mass blocks (32), the upper end of the cable structure (31) being used for being fixed to the high-rise structure (1), the lower part of the cable structure (31) being located in the internal space of the rigid enclosing wall (21), all the mass blocks (32) being arranged at intervals along the length direction of the cable structure (31), the mass blocks (32) being connected to the cable structure (31), a tension-compression energy dissipation piece (33) being arranged between adjacent mass blocks (32), and the mass blocks (32) being located in the rigid enclosing wall (21); a collision energy dissipation piece, at least one of the mass blocks (32) and the inner side of the rigid enclosing wall (21) being provided with the collision energy dissipation piece.

2. A tuned in-line damper for multi-modal vibration control of high-rise structures according to claim 1, wherein, The tension-compression energy dissipation piece (33) is in a ring structure, and the tension-compression energy dissipation piece (33) is sleeved outside the cable structure (31).

3. The tuned in-line damper for multi-modal vibration control of tall structures according to claim 2, wherein, The inner diameter of the tension-compression energy dissipation piece (33) is greater than the maximum size of the cross section of the cable structure (31).

4. The tuned in-line damper for multi-modal vibration control of tall structures according to claim 1, wherein, When the mass blocks (32) are provided with the collision energy dissipation piece, the collision energy dissipation piece is arranged on the circumferential side of the mass blocks (32). When the inner side of the rigid enclosing wall (21) is provided with the collision energy dissipation piece, the collision energy dissipation piece is arranged on the inner surface of the rigid enclosing wall (21).

5. A tuned in-line damper for multi-modal vibration control of high-rise structures according to claim 4, wherein, The mass blocks (32) and the inner side of the rigid enclosing wall (21) are both provided with the collision energy dissipation piece.

6. The tuned in-line damper for multi-modal vibration control of tall structures according to claim 1, wherein, The application further comprises a bottom plate (22) arranged at the bottom of the rigid enclosing wall (21), and the bottom plate (22) and the rigid enclosing wall (21) form a rigid cylinder (2).

7. The tuned in-line damper for multi-modal vibration control of tall structures according to claim 1, wherein, The application further comprises a plurality of first connecting pieces (51) arranged at intervals along the circumferential direction and the vertical direction outside the rigid enclosing wall (21), and the first connecting pieces (51) are used for connecting the rigid enclosing wall (21) and the high-rise structure (1). And / or, The application further comprises a second connecting piece (52) in a cross structure, the cross structure is used for being horizontally connected to the high-rise structure (1), the upper end of the cable structure (31) is connected to the center of the cross structure, and the cross structure is higher than the top of the rigid enclosing wall (21).

8. A tuned in-line damper for multi-modal vibration control of tall structures according to any one of claims 1-7, characterized in that, In an initial state, the vertical distance between the lower end of the cable structure (31) and the lower end of the rigid enclosing wall (21) is alpha L0 delta T, wherein alpha and L0 respectively represent the linear expansion coefficient and the initial length of the cable structure (31), and delta T represents the temperature change amount of the environment; And / or, the lowermost mass block (32) is connected to the lower end of the cable structure (31); And / or, all the mass blocks (32) are uniformly arranged along the length direction of the cable structure (31).

9. A tuned in-line damper for multi-modal vibration control of high-rise structures according to any one of claims 1-7, characterized in that, The cable structure (31) is a steel wire rope, a steel chain or a hemp rope; And / or, the tension-compression energy dissipation piece (33) is made of rubber material, ACF material or EVA material. And / or, the collision energy dissipation piece adopts rubber material, ACF material or EVA material.

10. A tuned in-line damper for multi-modal vibration control of tall structures according to any one of claims 1-7, characterized in that, The mass (32) is a circular pie structure, the rigid enclosing wall (21) is an annular structure, and the upper end of the cable structure (31) is arranged at the horizontal center of the rigid enclosing wall (21).

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