A bidirectional vibration reduction tuned mass damper for a tower and a vibration control method

Abstract

The application provides a bidirectional vibration reduction tuned mass damper for a tower and a vibration control method. The damper comprises a damper mounting frame, a moving mass, a magnetic suspension damping assembly, an eddy current damping assembly, two sets of elastic return assemblies and two sets of horizontally oriented components arranged in cross layers, the damper mounting frame is mounted at the top of the tower; the moving mass is movably mounted in the damper mounting frame in multiple directions by the horizontally oriented components and is suspended by the magnetic suspension damping assembly arranged in the horizontally oriented components; the eddy current damping assembly is integrally mounted in the magnetic suspension damping assembly; the two sets of elastic return assemblies are connected between the moving mass and the damper mounting frame in the moving direction of the moving mass. The control method controls the current of the driver of the damper according to the real-time measurement of the severity parameter by establishing a tower-damper coupling model. The application has the advantages of good vibration reduction and inhibition effect, compact structure and the like.

Description

Technical Field

[0001] This invention relates to the field of tower vibration reduction, and more particularly to a bidirectional vibration reduction tuned mass damper for towers and a vibration control method. Background Technology

[0002] The transmission tower-line system is the infrastructure of transmission lines, mainly composed of transmission towers and foundations, conductors and ground wires, insulators, and line hardware. Transmission towers are the main load-bearing structures in the tower-line system, typically tall truss structures characterized by their height, light weight, and high self-weight, making them prone to significant vibrations under external loads. Wind is the primary excitation factor causing transmission tower vibrations, especially in coastal areas prone to strong typhoons, where wind loads are a major cause of transmission tower collapses and power outages. Therefore, vibration control of transmission tower structures is crucial for transmission safety. Summary of the Invention

[0003] The technical problem to be solved by the present invention is to overcome the shortcomings of the prior art and provide a frame-mounted bidirectional vibration damping tuned mass damper with good vibration reduction and suppression effect and compact structure, as well as a vibration control method.

[0004] To solve the above-mentioned technical problems, the technical solution proposed by this invention is as follows: A bidirectional vibration-damping tuned mass damper for towers includes a damper mounting frame, a moving mass, a magnetic levitation damping assembly, an eddy current damping assembly, two sets of elastic recovery assemblies, and two sets of horizontally arranged cross-layered guide assemblies. The damper mounting frame is mounted on the top of the tower. The moving mass is horizontally movable in multiple directions within the damper mounting frame via the horizontal guide assemblies and is suspended by the magnetic levitation damping assembly located on the horizontal guide assemblies. The eddy current damping assembly is integrated into the magnetic levitation damping assembly. The two sets of elastic recovery assemblies are respectively connected between the moving direction of the moving mass and the damper mounting frame.

[0005] As a further improvement of this application, both the magnetic levitation damping component and the eddy current damping component are in two sets, with the two sets of horizontal guide components stacked vertically, and the two sets of magnetic levitation damping components correspondingly arranged within one set of horizontal guide components; the two sets of eddy current damping components are respectively located between the corresponding magnetic levitation damping component and the horizontal guide component.

[0006] As a further improvement of this application, the horizontal guide assembly includes a T-shaped guide beam and two L-shaped mating guide beams, the two L-shaped mating guide beams being arranged opposite each other on both sides of the T-shaped guide beam to form a guide track for the moving mass block; the magnetic levitation damping assembly is arranged within the guide track.

[0007] As a further improvement of this application, the L-shaped guide beam of the upper horizontal guide assembly is fixedly connected to the moving mass block, and the corresponding upper T-shaped guide beam is unidirectionally slidably connected to the damper mounting bracket via a slide rail; the L-shaped guide beam of the lower horizontal guide assembly is fixedly connected to the upper T-shaped guide beam, and the bullseye bearing between the upper T-shaped guide beam and the L-shaped guide beam is used to achieve a fixed connection with the moving mass block in the lower guide, and the corresponding T-shaped guide beam is fixedly connected to the bottom of the damper mounting bracket.

[0008] As a further improvement of this application, the magnetic levitation damping assembly includes an upper electromagnet group, a lower electromagnet group, a controller, a regulated power supply, and a motion sensor arranged vertically opposite to each other on the horizontal guide assembly; the eddy current damping assembly includes a conductor block, which is installed at the bottom end of the upper electromagnet group and arranged opposite to the lower electromagnet group to form eddy current damping.

[0009] A vibration control method utilizing the aforementioned bidirectional tuned mass damper for towers includes the following steps: Step S01. Perform bidirectional coupling modeling of inertial force, damping force, and elastic force with the tower to establish a tower-damper coupling model; Step S02. Measure the severity parameters of the tower structure response in real time; Step S03. Adjust the current I output to the driver of the damper according to the intensity parameter measured in real time.

[0010] As a further improvement to this application, the tower-damper coupling model established in step S01 is as follows: , , k eff = f (E,I c ,d) , Where m, c, and k represent the equivalent mass, damping coefficient, and stiffness coefficient of the tower structure, respectively. Represents inertial force. Indicates damping force. Indicates elastic restoring force. Indicates external wind load. This indicates the reaction force of the damper on the tower. This indicates the mass of the mass block inside the damper. These represent the acceleration, velocity, and displacement of the damper mass relative to the tower, respectively. Let ω represent the acceleration, velocity, and displacement of the tower structure, respectively. n This represents the natural frequency of the damper. c represents the damping ratio of the damper. d This represents the damping coefficient of the damper. f(E,I) represents the equivalent stiffness of the damper. c ,d) represents the elastic modulus E and moment of inertia of the cross section. A function of geometric dimension d.

[0011] As a further improvement to this application, when establishing the tower-damper coupling model in step S01, the following optimization criteria are also established with the goal of maximizing the suppression of the maximum resonance peak of the tower structure and minimizing the control cost / energy consumption:

[0012]

[0013] in, It is the frequency domain amplitude of the tower response after the control system is installed. It is the response amplitude without control. It is the actual damping ratio and the optimal reference damping ratio. deviation, It is the wind vibration control weighting factor. It is the reference damping ratio.

[0014] As a further improvement to this application, in step S02, the severity parameter of the structural response is the absolute value of the tower's vibration acceleration |a|, and step S03 includes:

[0015] Determine the magnitude of the absolute value of the tower's vibration acceleration, |a|.

[0016] If the absolute value of acceleration |a| is less than the first preset threshold, the basic suspension mode is adopted, and the constant current I = k1·m·g is controlled to be output, where k1 is the preload coefficient, m is the tower mass, and g is the gravitational acceleration.

[0017] If the absolute value of acceleration |a| is between the first preset threshold and the second preset threshold, then an adaptive damping mode is adopted. The current I is adjusted by executing the PID control algorithm according to I = I0 + k2∫a dt + k3 da / dt, where I0 is the base current, k2 is the integral gain, and k3 is the derivative gain.

[0018] If the absolute value of acceleration |a| is greater than the second preset threshold, the harmonic targeted suppression mode is adopted, and the current I is adjusted according to I =I0 + A·sin(2πf0t), where A is the control force amplitude, f0 is the tower's dominant frequency, and t is time;

[0019] The first preset threshold is less than the second preset threshold.

[0020] As a further improvement of this application, in the harmonic targeted suppression mode, the control force amplitude A is proportional to the rate of change of the tower vibration acceleration, i.e., A=β·(d³x / dt³). β is the jerk gain, d³x / dt³ represents the jerk, and β0 is a preset coefficient less than 1. Indicates the jerk gain The unit.

[0021] Compared with the prior art, the advantages of the present invention are as follows:

[0022] This invention utilizes a tuned mass damper for vibration control, taking into account the vibration characteristics of the tower structure. Since transmission towers are tall structures, their vibrations are primarily horizontal. The tuned mass damper of this invention employs a bidirectional magnetic levitation damping structure, controlling vibrations in all directions within the horizontal plane while considering the characteristics of the tower's horizontal vibration. Simultaneously, this invention cleverly couples the motion of the tuned mass damper's oscillator in two directions through structural design. This solves the problem of significantly increasing the tower's structural load caused by existing solutions, while the magnetic levitation technology greatly reduces the impact of frictional resistance. Based on the principle of electromagnetic induction, an eddy current damping component is integrated into the magnetic levitation damping component, reducing excessive structural load while maintaining vibration reduction effectiveness. Furthermore, the reduced load significantly simplifies the installation of the tuned mass damper. Specifically:

[0023] This invention involves installing a bidirectional vibration-damping tuned mass damper at the top of a tower. A moving mass block is horizontally movable within the damper mounting frame via a horizontal guide assembly. The moving mass block is suspended by a magnetic levitation damping component located on the horizontal guide assembly. In this configuration, the moving mass block absorbs the vibration energy of the tower structure and converts the tower vibration into motion of the moving mass block. The horizontally arranged, cross-shaped guide assembly guides the direction of motion of the moving mass block, and the layered arrangement decouples the horizontal motion of the moving mass block, decomposing the motion into two unidirectional movements in two intersecting directions. Two sets of eddy current damping components and elastic recovery components in different directions are respectively used to decouple the motion direction and achieve vibration control. The combined system of the two sets of eddy current damping components and elastic recovery components can act on vibrations in all horizontal directions. It significantly reduces the overall mass of the damper without the need for repeated mass blocks and auxiliary structures, thereby reducing the tower's load-bearing capacity, ensuring vibration reduction, and simplifying the damper installation process.

[0024] The eddy current damping component is integrated into the magnetic levitation damping component, resulting in a compact layout and small footprint. The eddy current damping component converts the mechanical energy of the moving mass into heat energy, dissipating it and providing eddy current damping force to the tower. Simultaneously, two sets of elastic restoring components are connected between the moving mass's direction of movement and the damper mounting frame, providing restoring force to the moving mass and also functioning as a frequency tuner. This achieves resonance between the moving mass and the structure, absorbing vibration energy while providing a motion buffer to further suppress tower vibration, resulting in high vibration reduction efficiency and reliability. Furthermore, the overall structure of this invention is simple, space-saving, and low-cost.

[0025] The vibration control method of this invention accurately characterizes the dynamic energy exchange between the tower structure and the damper by constructing a two-way coupling model between the tower and the damper. At the same time, it adjusts the current output to the driver of the damper according to the severity parameter of the tower structure response. It can realize multi-modal adaptive adjustment of the dynamic characteristics of the damper according to the actual working conditions of the tower structure, thereby effectively suppressing the vibration of the tower structure under wind load under different working conditions. Attached Figure Description

[0026] The invention will now be described in more detail with reference to embodiments and the accompanying drawings.

[0027] Figure 1 This is a three-dimensional schematic diagram of the bidirectional vibration reduction tuned mass damper for towers according to the present invention.

[0028] Figure 2 This is a front view of the bidirectional vibration reduction tuned mass damper for towers according to the present invention.

[0029] Figure 3 This is a side view of the bidirectional vibration reduction tuned mass damper for towers according to the present invention.

[0030] Figure 4 This is a top view of the bidirectional vibration reduction tuned mass damper for towers according to the present invention.

[0031] Figure 5 This is a diagram showing the installation position relationship between the electromagnet assembly and the conductor block under this invention.

[0032] Figure 6 This is a schematic diagram of the installation position of the bidirectional vibration reduction tuned mass damper for towers according to the present invention on the tower.

[0033] Figure 7These are comparison diagrams of the time history of the top displacement of the transmission tower before and after the installation of the present invention. Among them, (a) is a comparison diagram of the time history of the top displacement of the transmission tower when the mass ratio of the moving mass block to the modal mass of the tower body is 0.5%, (b) is a comparison diagram of the time history of the top displacement of the transmission tower when the mass ratio of the moving mass block to the modal mass of the tower body is 1%, and (c) is a comparison diagram of the time history of the top displacement of the transmission tower when the mass ratio of the moving mass block to the modal mass of the tower body is 2%.

[0034] Figure 8 This is a schematic diagram illustrating the implementation process of the vibration control method for a bidirectional vibration-damping tuned mass damper for towers according to the present invention.

[0035] The labels in the diagram represent:

[0036] 1. Damper mounting bracket; 11. Mounting bracket top plate; 12. Mounting bracket bottom plate; 13. Middle connecting plate; 2. Moving mass block; 3. Magnetic levitation damping assembly; 31. Upper electromagnet assembly; 32. Lower electromagnet assembly; 4. Eddy current damping assembly; 41. Conductor block; 5. Elastic recovery assembly; 51. Elastic element; 6. Horizontal guide assembly; 61. T-shaped guide beam; 62. L-shaped mating guide beam; 63. Bearing; 7. Tower; 8. Slide rail. Detailed Implementation

[0037] The present invention will now be described in further detail with reference to the accompanying drawings and specific embodiments, but this does not limit the scope of protection of the present invention.

[0038] In the description of this invention, it should be understood that the terms "length", "width", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0039] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0040] In this invention, unless otherwise explicitly specified and limited, the terms "assembly," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0041] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0042] Figures 1 to 6 An embodiment of the bidirectional vibration-damping tuned mass damper for towers of the present invention is shown. The tower structure can be a transmission tower structure or other tall structures. In this embodiment, the damper includes a damper mounting frame 1, a moving mass block 2, a magnetic levitation damping assembly 3, an eddy current damping assembly 4, two sets of elastic recovery assemblies 5, and two sets of horizontal guide assemblies 6. The damper mounting frame 1 is mounted on the top of the tower 7; the two sets of horizontal guide assemblies 6 are arranged in a cross-layered manner; the moving mass block 2 is mounted within the damper mounting frame 1, allowing multi-directional horizontal movement via the horizontal guide assemblies 6, and is suspended by the magnetic levitation damping assembly 3 located on the horizontal guide assemblies 6; the eddy current damping assembly 4 is integrated into the magnetic levitation damping assembly 3; the two sets of elastic recovery assemblies 5 are respectively connected between the moving direction of the moving mass block 2 and the damper mounting frame 1.

[0043] like Figures 1 to 3 As shown, both the magnetic levitation damping component 3 and the eddy current damping component 4 are in pairs. The two sets of horizontal guide components 6 are stacked vertically, with the two sets of magnetic levitation damping components 3 correspondingly arranged within one set of horizontal guide components 6. The two sets of eddy current damping components 4 are located between the corresponding magnetic levitation damping components 3 and horizontal guide components 6, respectively. Its layout is compact and occupies little space.

[0044] Furthermore, the horizontal guide assembly 6 includes a T-shaped guide beam 61 and two L-shaped cooperating guide beams 62, which are arranged opposite to each other on both sides of the T-shaped guide beam 61 to form a guide track for the moving mass block 2; the magnetic levitation damping assembly 3 is arranged inside the guide track.

[0045] More preferably, the L-shaped guide beam 62 of the upper horizontal guide assembly 6 is fixedly connected to the moving mass block 2, and the corresponding T-shaped guide beam 61 is unidirectionally slidably connected to the damper mounting frame 1 via a slide rail; the L-shaped guide beam 62 of the lower horizontal guide assembly 6 is fixedly connected to the upper T-shaped guide beam 61, and the bearing 63 between the upper T-shaped guide beam 61 and the L-shaped guide beam 62 achieves a fixed connection with the moving mass block 2 in the lower guide layer, and the corresponding T-shaped guide beam 61 is fixedly connected to the bottom of the damper mounting frame 1. At this time, the moving mass block 2 has the motion freedom allowed by both the upper and lower guide mechanisms, thereby realizing the motion coupling of the damping tuned mass damper oscillator in two directions, and its layout is compact and occupies little space.

[0046] like Figure 5 As shown, the magnetic levitation damping assembly 3 includes an upper electromagnet group 31 and a lower electromagnet group 32, which are arranged vertically opposite each other within the guide rail. Specifically, the lower electromagnet group 32 is fixed to the L-shaped guide beam 62, and the upper electromagnet group 31 is fixed to the T-shaped guide beam 61. The magnetic levitation force provided by the magnetic levitation damping assembly 3 balances with gravity to achieve support. At this time, the moving mass block 2 has no contact with the guide mechanism, and together they form a bidirectional vibration-damping tuned mass damper. In this embodiment, the upper electromagnet group 31 and the lower electromagnet group 32 are arranged in a Halbach array, which enhances the magnetic field on one side, improves the eddy current effect, and reduces magnetic leakage in the magnetic circuit.

[0047] Furthermore, the magnetic levitation damping assembly 3 also includes a controller, a regulated power supply, and motion sensors. Motion sensors are respectively installed on the top of the tower 7 and the moving mass block 2 to acquire real-time motion signals (such as displacement, velocity, and acceleration) of the tower structure and the damper device. The motion sensors, controller, and regulated power supply are electrically connected in sequence. The controller, based on the signal feedback from the motion sensors, controls and adjusts the excitation current of the upper electromagnet group 31 and the lower electromagnet group 32 via the regulated power supply to adjust the damping force of the damper.

[0048] Meanwhile, the eddy current damping component 4 includes a conductor block 41, which is installed on the bottom surface of the upper electromagnet assembly 31 and is arranged opposite to the lower electromagnet assembly 32. During operation, the moving mass block 2 drives the L-shaped guide beam 62 and the T-shaped guide beam 61 to move relative to each other. The conductor block 41 cuts the magnetic field lines, forming induced eddy currents inside. According to Lenz's law, this generates a Lorentz force that opposes the relative movement of the L-shaped guide beam 62 and the T-shaped guide beam 61, thus forming eddy current damping. It can be seen that, while solving the problem of a significant increase in the load on the tower structure caused by existing solutions, this invention integrates the eddy current damping component 4 into the magnetic levitation damping component 3 based on the principle of electromagnetic induction, which can reduce the excessive load on the structure while ensuring the vibration reduction effect.

[0049] In this embodiment, the conductor block 41 is a copper-ferrite composite layer. The surface layer of the conductor block 41 is a 0.8mm thick copper layer, and the bottom layer is a 3mm thick MnZn ferrite substrate. This improves the eddy current density in the low-frequency region of 0.5-5Hz (enhanced ferrite permeability) and improves the eddy current heat conversion efficiency in the high-frequency region >10Hz (optimized copper layer skin effect). In other embodiments, the thickness of the surface and bottom layers of the conductor block 41 can be set according to actual conditions.

[0050] Preferably, a bearing 63 is provided between the T-shaped guide beam 61 and the two L-shaped mating guide beams 62. The bearing 63 can limit the lateral displacement between the T-shaped guide beam 61 and the two L-shaped mating guide beams 62, so that the moving mass block 2 installed on the L-shaped mating guide beam 62 can only move along the length direction of the T-shaped guide beam 61, thereby ensuring the reliable horizontal movement of the moving mass block 2.

[0051] In this embodiment, two sets of horizontal guide components 6 are arranged vertically, and two sets of elastic recovery components 5 are set along the guiding direction of the two sets of horizontal guide components 6, that is, the two sets of elastic recovery components 5 are perpendicular to each other. Each set of elastic recovery components 5 consists of two elastic elements 51. The two elastic elements 51 are symmetrically connected between the moving mass block 2 and the damper mounting frame 1, and their corresponding motion degrees of freedom are the same as those of the moving mass block 2. Thus, they are connected in series with the moving mass block 2 from two orthogonal directions to form a bidirectional damping tuned mass damper.

[0052] In this embodiment, the damper mounting frame includes a top plate 11, a bottom plate 12, and a central connecting plate 13. The central connecting plate 13 connects the top plate 11 and the bottom plate 12 to form a support frame for the tuned mass damper. The upper T-shaped guide beam 61 is unidirectionally slidably connected to the central connecting plate 13 via a slide rail 8. The elastic recovery component 5 is mounted on the central connecting plate 13 to form a reliable support damping system for the moving mass block 2 and the elastic recovery component 5. It has a simple structure, occupies little space, and is low in cost.

[0053] The support of the moving mass block 2 in this invention is achieved through magnetic levitation technology. Essentially, it is a horizontal bidirectional tuned mass damper that uses eddy current damping to dissipate energy. It decouples the structure's motion in the horizontal direction by decomposing and synthesizing motion, thereby simultaneously increasing the vibration mode damping ratio of the tower 7 in both directions, improving the energy dissipation capacity of the damper, and effectively reducing the vibration at the top of the tower 7, thus reducing the vibration response of the tower 7 under external dynamic loads.

[0054] The vibration of the tower 7 in this invention will drive the magnetic levitation bidirectional vibration reduction tuned mass damper to move. The moving mass block 2 inside the damper will vibrate horizontally at the same frequency as the tower body under the tuning effect of the elastic recovery component 5. At the same time, the mechanical energy of the movement is converted into heat energy and dissipated by the magnetic levitation damping component 3. The device can significantly improve the damping ratio of the tower body vibration mode, reduce the horizontal vibration response of the structure, and ensure the safe and stable operation of the transmission tower line system.

[0055] like Figure 7 As shown, installing the bidirectional vibration-damping tuned mass damper of this invention has a significant control effect on structural displacement. Among other things, Figure 7 (a) is a comparison diagram of the time history of the tower top displacement when the mass ratio of the moving mass block 2 to the modal mass of the tower body is 0.5%. Figure 7 (b) is a comparison diagram of the time history of the tower top displacement when the mass ratio of the moving mass block 2 to the modal mass of the tower body is 1%. Figure 7 (c) is a comparison diagram of the tower top displacement time history when the mass ratio of the moving mass block 2 to the modal mass of the tower body is 2%. From Figure 7 As can be seen in (a), the maximum displacement response at the top of the transmission tower decreased from 0.155m to 0.094m, achieving a vibration reduction rate of 39.4%; from Figure 7 As can be seen in (b), the maximum displacement response at the top of the transmission tower decreased from 0.155m to 0.083m, achieving a vibration reduction rate of 46.5%; Figure 7 As can be seen in (c), the maximum displacement response at the top of the transmission tower decreased from 0.155m to 0.074m, and the vibration reduction rate reached 52.3%. It is evident that the bidirectional vibration-damping tuned mass damper of the present invention effectively reduced the vibration response of the tower 7.

[0056] like Figure 8 As shown, this embodiment describes a vibration control method for the aforementioned bidirectional tuned mass damper used in towers, comprising the following steps: Step S01. Inertial force, damping force, and elastic force are bidirectionally coupled with the tower to create a tower-damper coupling model. This model includes the parameters of the tower structure and the parameters of the damper. The damper parameters include the damping ratio. and natural frequency ω n ; Step S02. Measure the severity parameters of the tower structure response in real time; Step S03. Based on the real-time measured severity parameter, control and adjust the current I output to the damper's driver to adjust the damping ratio of the damper. .

[0057] This embodiment constructs a bidirectional coupling model between the tower and the damper, which accurately characterizes the dynamic energy exchange between the tower structure and the damper. Simultaneously, based on the severity parameter of the tower structure's response, the current I output to the damper's driver is adjusted, thereby achieving the damping ratio of the damper. The adjustment can realize multi-modal adaptive adjustment of the dynamic characteristics of the damper according to the actual working conditions of the tower structure, thereby effectively suppressing the vibration of the tower structure under wind load under different working conditions.

[0058] Preferably, the tower-damper coupling model established in step S01 can be expressed as: (1) (2) k eff = f (E,I c ,d) (3) Where m, c, and k represent the equivalent mass, damping coefficient, and stiffness coefficient of the tower structure, respectively. Represents inertial force. Indicates damping force. Indicates elastic restoring force. This represents the external wind load that varies over time. This indicates the reaction force of the damper on the tower. This indicates the mass of the mass block inside the damper. These represent the acceleration, velocity, and displacement of the damper mass relative to the tower, respectively. Let ω represent the acceleration, velocity, and displacement of the tower structure, respectively. n This represents the natural frequency of the damper. , This represents the damping ratio of the damper, which is the direct adjustment target of the controller. d This represents the damping coefficient of the damper. f(E,I) represents the equivalent stiffness of the damper. c ,d) represents the elastic modulus E and moment of inertia of the cross section. A function of geometric dimension d.

[0059] As shown in equations (1) and (2) above, this embodiment incorporates the inertial force, damping force, and elastic force terms ( By modeling the damper in a two-way coupled manner with the main structure (tower), rather than treating the damper as an independent subsystem, the dynamic energy exchange between the tower structure and the damper can be more accurately reflected. This is achieved through the parameters in the model. The energy dissipation capacity of the damper can be linked to the controller output (current I), thus providing an interface for the controller. Specifically, changing the input current I of the electromagnet can change the magnetic flux density B generated by the electromagnet. For example, the relationship between the two can be described as B = μ*N*I / l, where μ is the permeability, N is the number of turns of the coil, and l is the length of the coil. The magnetic flux density B further affects the damping ratio. This allows us to determine the relationship between the current I and the damping ratio ζ, thus linking the energy dissipation capacity of the damper to the current I. Taking a plate eddy current as an example, the damping coefficient of the damper can be described as c d =σ*A*d*B 2 , where c d Let σ be the damping coefficient, σ be the conductivity of the conductor plate, A be the equivalent area covered by the magnetic field, and d be the thickness of the conductor plate. Then, according to the formula ζ = cd / (2m... d *ω n The relationship between current I and damping ratio ζ can then be determined.

[0060] The above tower-damper coupling model is based on d'Alembert's principle. Its core idea is that the dynamic equilibrium of the tower structure is equal to the external excitation minus the control force applied to the tower by the damper. The model establishment process is detailed below:

[0061] First, perform a damper isolator analysis: damper mass The motion is relative to the tower. Let the absolute displacement of the damper be... The relative displacement is Then its absolute acceleration is The forces acting on the mass of the damper include its internal damping forces. and elastic force According to Newton's second law: Substituting the absolute acceleration, we get: After sorting, we get: The left side of the equation represents the force inside the damper. Therefore, according to the principle of action and reaction, the force exerted by the damper on the tower is: (4) Then coupling is performed: the force exerted by the damper on the tower is... Substituting into the tower equilibrium equation, we obtain the coupled system equation: (5) in , Therefore, the tower-damper coupling model shown in equation (1) can be obtained, that is: (6)

[0062] In step S01 of this embodiment, when establishing the tower-damper coupling model, the following optimization criteria are also established with the goal of maximizing the suppression of the maximum resonance peak of the tower structure and minimizing the control cost / energy consumption: (7) in, It is the frequency domain amplitude of the tower response after the control system is installed. It is the response amplitude without control. It is the actual damping ratio and the optimal reference damping ratio. (e.g., deviation from the theoretical optimal value of 0.5TMD) This is the wind vibration control weighting factor, used to represent the importance of the performance objective in the overall objective function. It is a reference damping ratio (such as the structural damping ratio without control), used for... Normalize it to make it dimensionless, making it easier to add to the first term.

[0063] As shown in equation (7) above, this embodiment establishes an optimization criterion for a multi-objective weighted function so that two sometimes conflicting objectives can be pursued simultaneously:

[0064] Vibration control effect (performance target): corresponding The ratio in this term reflects the control system's ability to suppress the maximum resonance peak of the structure. The optimization goal is to minimize this ratio in order to suppress the resonance peak to the greatest extent possible.

[0065] Control costs / energy consumption (economic objectives): Corresponding Increasing the damping ratio typically requires greater control force or a larger current input (I), which in turn necessitates higher energy consumption and actuator load. By setting this... This can be used to penalize excessive control actions in order to achieve efficient control.

[0066] Frequency domain performance metrics: Optimization is directly targeted at the resonance peak with the largest wind vibration response, which is more targeted and efficient than optimizing time domain metrics (such as root mean square value).

[0067] The optimization criterion introduces weighting factors. A value of 0.7 (for example) can quantify a decision-maker's preference for "control effectiveness" and "control costs." For example... This indicates that the criterion places more emphasis on vibration control effectiveness while also giving due consideration to control efficiency.

[0068] In step S02 of this embodiment, the severity parameter of the structural response is the absolute value of the tower's vibration acceleration |a|. Therefore, step S03 adjusts the current I output to the damper's driver based on the absolute value of the tower's vibration acceleration |a|. The steps include:

[0069] Judge the magnitude of the absolute value |a| of the vibration acceleration of the tower

[0070] If the absolute value of the acceleration |a| is less than the first preset threshold a1, that is, |a| < a1, then the base suspension mode (a mode) is adopted, and a constant current I = k1·m·g is controlled to output, where k1 is the preloading coefficient, m is the mass of the tower, and g is the acceleration due to gravity

[0071] If the absolute value of the acceleration |a| is between the first preset threshold a1 and the second preset threshold a2, that is, a1 < |a| < a2, then the adaptive damping mode (b mode) is adopted, and the current I is adjusted according to I = I0 + k2∫a dt + k3da / dt by executing the PID control algorithm, where I0 is the base current (for example, the output of the a mode can be taken), k2 is the integral gain, and k3 is the differential gain

[0072] If the absolute value of the acceleration |a| is greater than the second preset threshold a2, that is, |a| > a2, then the harmonic target suppression mode (c mode) is adopted, and the current I is adjusted according to I = I0 + A·sin(2πf0t), where A is the amplitude of the control force, f0 is the dominant frequency of the tower, which can be obtained by real-time identification or pre-analysis, and t is the time; the above first preset threshold is less than the second preset threshold, and the specific values can be configured according to actual requirements

[0073] In this embodiment, by taking the severity of structural responses such as acceleration as the criterion, it intelligently switches between three modes, controls the current I output to the driver of the damper to control the field strength of the intelligent damper, and performs static open-loop control corresponding to the base suspension mode (a mode), dynamic feedback control corresponding to the adaptive damping mode (b mode), and intelligent feedforward control corresponding to the harmonic target suppression mode (c mode), thereby realizing the multi-modal adaptive regulation strategy of the dynamic characteristics of the damper. Compared with the traditional passive damper or the mode of a single control algorithm, it can effectively achieve the balance between "precision" and "efficiency" under different wind conditions

[0074] In a specific application embodiment, a high-precision acceleration sensor can be used to measure the acceleration at the key positions of the tower in real time calculate the absolute value |a| of the acceleration, and perform short-time integration or filtering to determine the current working condition. At the same time, to generate the control signal of the harmonic target suppression mode (c mode), it can also be calculated through numerical differentiation or a state observer and ; Taking the first preset threshold as 0.1g and the second preset threshold as 0.3g as an example, the controller has the following judgment logic embedded (1) When |a|<0.1g, the control enters the foundation suspension mode (mode a), which corresponds to the light wind / common wind conditions, i.e., the tower is in a state of slight vibration. In this mode, the control provides a constant force ( This allows for pre-pressurization or changes in the initial operating point of the damper, thereby putting the tower in its most sensitive standby state, eliminating starting friction, and achieving a "millisecond-level" response.

[0075] (2) When 0.1g <= |a| <= 0.3g, the control enters the adaptive damping mode (mode b), which corresponds to the stroke / gust condition. In this mode, the controller is essentially a PID controller (proportional-integral-derivative), adjusting the current I according to I = I0 + k∫adt + k3 da / dt, where The term (integral) is used to eliminate steady-state deviation. The term (differential) is used to predict changes, increase system damping, and suppress vibration growth. It can be applied to medium-wind conditions to achieve continuous and smooth adjustment of damping.

[0076] (3) When |a|>0.3g, the control enters the harmonic targeted suppression mode (c mode). In this mode, the current I is adjusted according to I = I0 +A·sin(2πf0t) to achieve maximum power suppression and direct energy countermeasure against the first dominant frequency of the tower.

[0077] The current I calculated in the above manner is output to the damper's driver (such as a current amplifier), which allows the damper characteristics to be changed according to the tower's real-time operating conditions.

[0078] The control precision and energy consumption increase sequentially from mode a to mode c. Therefore, the control strategy described above can ensure that the system energy consumption is extremely low in most light wind conditions, and the strongest control mode is only activated in extreme cases, thus achieving the optimal balance between performance and energy consumption.

[0079] More preferably, in the harmonic targeted suppression mode (mode c) under strong wind conditions, the control force amplitude A is proportional to the rate of change of the tower vibration acceleration, i.e., A = β·(d³x / dt³). β is the jerk gain, d³x / dt³ represents the jerk, and β0 is a preset coefficient less than 1, for example, it can be 0.01. Indicates the jerk gain The unit is [unit missing]. That is, the control force is a sinusoidal wave with the same frequency as the resonance frequency, and its amplitude A is related to the rate of change of the tower's vibration acceleration (judder). The amplitude A is directly proportional to the jerk, meaning it is a dynamic change value related to the jerk. The jerk can more sensitively and proactively reflect drastic changes in the structural dynamic characteristics. In this embodiment, the harmonic targeted suppression mode is achieved based on the above-mentioned control force amplitude A, which can quickly capture dynamic changes and enable the control system to have "predictability". It can dynamically adjust the intensity of the control force, thereby applying the reverse control force more quickly to counteract wind vibration energy.

[0080] Although the invention has been described with reference to preferred embodiments, various modifications can be made and components can be replaced with equivalents without departing from the scope of the invention. In particular, the technical features mentioned in the various embodiments can be combined in any manner as long as there is no structural conflict. The invention is not limited to the specific embodiments disclosed herein, but includes all technical solutions falling within the scope of the claims.

Claims

1. A vibration control method for a bidirectional tuned mass damper for towers, wherein the bidirectional tuned mass damper for towers comprises a damper mounting frame, a moving mass, a magnetic levitation damping assembly, an eddy current damping assembly, two sets of elastic recovery assemblies, and two sets of horizontally guided assemblies arranged in a cross-layered manner, wherein... The damper mounting bracket is installed at the top of the tower; the moving mass block is horizontally movable in multiple directions within the damper mounting bracket via the horizontal guide assembly and is suspended by the magnetic levitation damping assembly located on the horizontal guide assembly; the eddy current damping assembly is integrated into the magnetic levitation damping assembly; two sets of elastic recovery components are respectively connected between the moving direction of the moving mass block and the damper mounting bracket; the magnetic levitation damping assembly includes an upper electromagnet group and a lower electromagnet group arranged vertically opposite to each other on the horizontal guide assembly; the eddy current damping assembly includes a conductor block, which is installed at the bottom end of the upper electromagnet group and arranged opposite to the lower electromagnet group to form eddy current damping; the vibration control method includes the following steps: Step S01. Perform bidirectional coupling modeling of inertial force, damping force, and elastic force with the tower to establish a tower-damper coupling model; Step S02. Measure the severity parameters of the tower structure response in real time; Step S03. Adjust the current output to the damper electromagnet assembly based on the real-time measured severity parameter. ; In step S02, the severity parameter of the structural response is the absolute value of the tower's vibration acceleration |a|, and step S03 includes: Determine the magnitude of the absolute value of the tower's vibration acceleration, |a|. If the absolute value of the acceleration |a| is less than the first preset threshold, the basic levitation mode is adopted, and the output current is controlled to be constant. ,in This is the preload coefficient. For tower quality, It is the acceleration due to gravity; If the absolute value of acceleration |a| falls between the first and second preset thresholds, an adaptive damping mode is adopted, and the PID control algorithm is executed according to... Adjust current ,in Based on the base current, For integral gain, This is the differential gain; If the absolute value of the acceleration |a| is greater than the second preset threshold, then the harmonic targeted suppression mode is adopted, according to... Adjust current ,in To control the force amplitude, For the tower's dominant frequency, For time; The first preset threshold is less than the second preset threshold.

2. The vibration control method for a bidirectional tuned mass damper for towers according to claim 1, characterized in that, In step S01, the tower-damper coupling model is established as follows: , , , , Where m, c, and k represent the equivalent mass, damping coefficient, and stiffness coefficient of the tower structure, respectively. Represents inertial force. Indicates damping force. Indicates elastic restoring force. Indicates external wind load, This indicates the reaction force of the damper on the tower. This indicates the mass of the mass block inside the damper. , , These represent the acceleration, velocity, and displacement of the damper mass relative to the tower, respectively. , , These represent the acceleration, velocity, and displacement of the tower structure, respectively. This represents the natural frequency of the damper. Indicates the damping ratio of the damper. This represents the damping coefficient of the damper. This represents the equivalent stiffness of the damper. Indicates the elastic modulus of a material Moment of inertia of cross section and geometric dimensions The function.

3. The vibration control method for a bidirectional vibration-damping tuned mass damper for towers according to claim 2, characterized in that, In step S01, when establishing the tower-damper coupling model, the following optimization criteria are also established with the goal of maximizing the suppression of the maximum resonance peak on the tower structure and minimizing the control cost / energy consumption: , in, It is the frequency domain amplitude of the tower response after the control system is installed. It is the response amplitude without control. It is the actual damping ratio and the optimal reference damping ratio. deviation, It is the wind vibration control weighting factor. It is the reference damping ratio.

4. The vibration control method for a bidirectional tuned mass damper for towers according to claim 1, characterized in that, In the harmonic targeted suppression mode, the control force amplitude It is proportional to the rate of change of acceleration of the tower vibration, that is... , , For jerkiness gain, Indicates the degree of urgency. The preset coefficient is less than 1. Indicates the jerk gain The unit.

5. The vibration control method for a bidirectional tuned mass damper for towers according to any one of claims 1 to 4, wherein both the magnetic levitation damping component and the eddy current damping component are in two sets, the two sets of horizontal guide components are stacked vertically, and the two sets of magnetic levitation damping components are correspondingly arranged within one set of horizontal guide components; the two sets of eddy current damping components are respectively located between the corresponding magnetic levitation damping component and the horizontal guide component.

6. The vibration control method for a bidirectional tuned mass damper for towers according to claim 5, characterized in that, The horizontal guide assembly includes a T-shaped guide beam and two L-shaped mating guide beams. The two L-shaped mating guide beams are arranged opposite each other on both sides of the T-shaped guide beam to form a guide track for the moving mass block. The magnetic levitation damping assembly is arranged within the guide track.

7. The vibration control method for a bidirectional tuned mass damper for towers according to claim 6, characterized in that, The L-shaped guide beam of the upper horizontal guide assembly is fixedly connected to the moving mass block, and the corresponding upper T-shaped guide beam is unidirectionally slidably connected to the damper mounting bracket via a slide rail; the L-shaped guide beam of the lower horizontal guide assembly is fixedly connected to the upper T-shaped guide beam, and the corresponding T-shaped guide beam is fixedly connected to the bottom of the damper mounting bracket.

Images