Self-resetting coupling beam damper with adjustable output parameters and parameter adjusting method

Abstract

The invention discloses a self-resetting coupling beam damper with adjustable output parameters. The damper comprises an assembly type steel coupling beam, a post-tensioned unbonded prestressed steel strand providing self-resetting capacity and friction damping connection used for energy consumption. The core is that the clamping force of friction damping connection is adjusted through a built-in magneto-rheological elastic gasket; the elastic modulus is changed in real time by controlling the magnetic field intensity applied to the gasket, so that the friction force of the damper is accurately adjusted. The invention further discloses a parameter adjusting method based on the flag type hysteresis model. According to the device, the dynamic adaptability of damping parameters and the post-earthquake self-resetting function are achieved, and the anti-seismic toughness of a building structure is remarkably improved.

Description

Technical Field

[0001] This invention relates to the field of seismic engineering and intelligent vibration reduction control technology for building structures, and in particular to a self-resetting coupling beam damper with adjustable output parameters and a parameter adjustment method. Background Technology

[0002] In the seismic design of high-rise building structures, dampers, as an effective energy-dissipating and vibration-reducing device, are widely used to improve the seismic performance of the structure. Currently, the closest existing technologies to this invention mainly include traditional metal yielding dampers and passive fluid dampers.

[0003] Metal yield-type dampers, such as mild steel dampers, work by dissipating seismic energy through the plastic deformation of the metal material under cyclic loading. These dampers offer advantages such as stable hysteretic performance and relatively low cost. However, their core drawback lies in the irreversibility of plastic deformation. After a strong earthquake, the damper will exhibit significant residual deformation, losing its ability to continue functioning. It must be inspected and replaced, leading to high post-earthquake repair costs and long repair cycles.

[0004] Passive fluid dampers, such as oil dampers, dissipate energy through the resistance generated by a viscous fluid passing through a throttling orifice under piston-like motion. These dampers are reusable and typically do not undergo permanent deformation. However, their damping coefficient is determined at manufacturing time and is a fixed parameter. This means it cannot be dynamically adjusted according to the actual characteristics of the encountered seismic motion (such as variations in the spectrum, intensity, and duration of seismic waves). A damper that performs well under one type of seismic motion may be inefficient in dissipating energy under another type of seismic motion, or even have adverse effects on the structure due to excessive or insufficient damping force.

[0005] In summary, existing technologies suffer from the following three significant technical bottlenecks:

[0006] The problem of parameter fixation: Both the yield force of metal dampers and the damping coefficient of fluid dampers are fixed during the design and manufacturing stage. This makes the dampers unable to adapt to the nonlinear and time-varying characteristics of seismic excitation, and may lead to insufficient energy dissipation or premature saturation failure under variable seismic loading.

[0007] Lack of recovery capability: Traditional dampers often result in significant residual deformation in structures after strong earthquakes, severely impacting the post-earthquake functional recovery and safety of buildings. While there are solutions to provide recovery capability by adding spring elements, this significantly increases the initial stiffness of the structure, potentially negatively affecting the comfort and other performance characteristics of the structure under normal use.

[0008] Lack of intelligent control: Although existing research has attempted to apply intelligent materials such as magnetorheological fluids to dampers, their control strategies are mostly limited to simple proportional-integral-derivative (PID) control, which is difficult to effectively handle the coupling relationship between complex and nonlinear structural seismic response and control commands. The response speed and control accuracy need to be improved.

[0009] Therefore, developing an intelligent damping device that can adjust its mechanical parameters in real time according to the characteristics of seismic motion and has a self-resetting function after an earthquake, thereby significantly improving the seismic toughness of the structure, is a technical problem that urgently needs to be solved in this field. Summary of the Invention

[0010] The purpose of this invention is to provide a self-resetting beam damper with adjustable output parameters and a parameter adjustment method to solve the technical problems existing in the background art.

[0011] To solve the above-mentioned technical problems, the present invention is achieved through the following technical solution:

[0012] This invention provides a self-resetting connecting beam damper with adjustable output parameters for connecting two wall segments in a building structure, comprising:

[0013] A prefabricated steel connecting beam is installed between the two wall segments;

[0014] A self-resetting assembly includes at least one post-tensioned unbonded prestressed steel strand that passes through the steel connecting beam and is anchored to the two wall segments to provide a restoring force after the steel connecting beam undergoes swaying deformation.

[0015] At least one friction damping connection slidably connects one end of the prefabricated steel beam to a corresponding wall segment, the friction damping connection including a clamping mechanism for generating frictional force and a friction surface;

[0016] The clamping mechanism is provided with at least one magnetorheological elastomer element;

[0017] A magnetic field generating device is used to apply a controllable magnetic field to the magnetorheological elastomer element;

[0018] The elastic modulus of the magnetorheological elastomer element changes in response to the change in the magnetic field strength applied to it by the magnetic field generating device, thereby adjusting the clamping force applied to the friction surface by the clamping mechanism, and thus adjusting the friction force of the friction damping connection.

[0019] Furthermore, the friction damping connection includes:

[0020] A sliding component is fixed to the end of the steel connecting beam;

[0021] A fixing component is fixed to the wall segment;

[0022] The sliding component and the fixed component form the friction surface and slide relative to each other.

[0023] Furthermore, the clamping mechanism includes at least one high-strength bolt passing through the fixed component and the sliding component, and the magnetorheological elastomer element is a magnetorheological elastic washer. The magnetorheological elastic washer is disposed on the force transmission path of the high-strength bolt and is used to adjust the preload of the high-strength bolt by changing its own elastic modulus. The preload constitutes the clamping force.

[0024] The magnetic field generating device is an electromagnetic coil arranged around the magnetorheological elastic pad.

[0025] Furthermore, the damper undergoes swaying deformation under lateral load, causing the friction damping connection to slide relative to dissipate energy, and returns to its initial position under the action of the self-resetting component after the load disappears.

[0026] On the other hand, the present invention provides a method for adjusting the parameters of a self-resetting beam damper as described in the first aspect, comprising the following steps:

[0027] (a) Establish a theoretical hysteresis model to describe the relationship between the bending moment at the beam end of the damper and the chord rotation angle;

[0028] (b) Based on the structural seismic performance requirements or real-time monitored structural response data, the target clamping force of the friction damping connection is calculated and determined by a control algorithm.

[0029] (c) Based on the target clamping force, calculate the target elastic modulus of the magnetorheological elastomer element required to achieve the target clamping force;

[0030] (d) Control the magnetic field generating device to apply a magnetic field corresponding to the target elastic modulus to the magnetorheological elastomer element, thereby adjusting the clamping force of the friction damping connection to the target clamping force.

[0031] Furthermore, the theoretical hysteresis model established in step (a) is a flag-type hysteresis model.

[0032] Furthermore, the flag-shaped hysteresis model is defined by equivalent rotational stiffness in multiple stages, wherein the equivalent rotational stiffness includes at least a stiffness value calculated according to one of the following formulas:

[0033] Equivalent rotational stiffness during decompression and static friction stages :

[0034] in, The length of the steel connecting beam. and These are the elastic modulus and moment of inertia of the self-resetting coupling beam, respectively. and Let be the shear modulus of elasticity and the cross-sectional area of ​​the coupling beam, respectively. We can take... , Poisson's ratio; The correction factor for uneven distribution of shear stress is taken as... =1.2, The stiffness reduction factor for the coupling beam, considering the additional deformation effect of the bolted connection node domain, can be taken as 0.3;

[0035] Equivalent rotational stiffness during the opening and closing phases of the joint :

[0036] in, The beam-end bending moment is caused by the increase in tension of steel strand i. The chord rotation angle of the self-resetting coupling beam. ; and Let i be the elastic modulus and cross-sectional area of ​​steel strand i, respectively. These are the lengths of the wall segment and the self-resetting connecting beam, respectively. The distance from the steel strand i to the center of rotation;

[0037] Equivalent rotational stiffness during the unloading phase with friction in the opposite direction :

[0038] Where e is the natural constant.

[0039] Further, in step (c), the target clamping force With respect to the target elastic modulus of the magnetorheological elastomer element The relationship between them is determined by the following formula:

[0040] in, The initial clamping force for the friction-damped connection. The initial elastic modulus of the magnetorheological elastic pad is given. This is a proportionality coefficient, which is generally obtained through experimental measurement.

[0041] Furthermore, the control algorithm in step (b) includes: (b1) pre-establishing key indicators in the structural response data and the target clamping force. (b2) Obtain the monitoring values ​​of the key indicators in real time, and determine the target clamping force by querying the lookup table. .

[0042] Compared with the prior art, the advantages of this invention are:

[0043] 1) This invention combines a self-resetting component that provides restoring force with a friction coefficient that dissipates energy, thereby realizing the basic function of the damper in eliminating residual deformation after an earthquake. Its core advantage lies in the innovative introduction of a magnetorheological elastomer element and a magnetic field generator into the gap mechanism, which makes the key output parameters of the damper actively controllable. The elastic modulus of the magnetorheological elastomer element can change in real time with the magnetic field strength, adjusting the buffer force in advance and finally adjusting the buffer force. This design enables the seismograph to eliminate seismograph parameters, repair the defects of the seismograph, and establish the ability to adjust the amount of energy dissipated in real time according to the structural response or seismic excitation characteristics, thereby achieving optimized adjustment effects under different earthquakes.

[0044] 2) This invention, by setting a sliding component fixed to the steel connecting beam and a fixed component fixed to the wall limb, clearly proposes a relative motion interface. The advantage of this design is that it provides a clear, stable, and dedicated friction surface, ensuring that energy consumption is distributed between preset, controllable components. The clear component separation design provides a convenient and reliable physical basis for subsequent integration of adjustment elements (such as magnetorheological elastomers).

[0045] 3) This invention ingeniously breaks away from the design of magnetorheological elastomer elements as gaskets (magnetorheological elastic gaskets), with the center located on the force transmission path of the high-strength bolt. Its beneficial effect is that this "gasket" solution seamlessly integrates smart materials with mature standardization (high-strength bolts) and is easy to implement. By setting an electromagnetic coil around the gasket, a convenient conversion between electrical signals and magnetic fields is achieved. The magnetic field changes the gasket modulus, and the change in gasket modulus directly changes the stiffness of the bolt system, thereby adjusting the preload (neck force) while keeping the bolt length relatively fixed. This design provides a fast-responding, accurate, and highly practical method for adjusting neck force.

[0046] 4) Under load, the friction connection of this invention dissipates energy through relative smoothness, which effectively reduces the impact of earthquakes on the main structure. After the load disappears, the self-resetting component actively provides restoring force, restoring the structure to its initial position. This good effect of "energy dissipation" and "resetting" solves the problems of permanent deformation and difficult repair of traditional metal seismic devices after earthquakes. In addition, it also avoids the loss of functionality of the structure due to residual deformation, and significantly improves the seismic sensitivity and post-earthquake recoverability of the structure.

[0047] 5) This invention establishes a complete logical chain from "perception" to "decision-making" to "execution": First, the mechanical behavior of the distributor is understood through a theoretical model (step a); second, the optimal "target bandwidth force" is determined based on real-time data and control algorithm steps (step b); then, the mechanical target is transformed into physical parameter requirements (target elastic modulus) for the smart material through calculation (step c); finally, the physical parameter is accurately achieved by controlling the magnetic field (step d), thereby achieving the target external force. This system approach truly automates the power distributor, enabling it to adaptively adjust its parameters according to actual operating conditions, thus solving the problem of intelligent control strategy failure in existing technologies.

[0048] 6) The "flag-shaped" graphical hysteresis curve of this invention features both a significant hysteresis loop area (representing energy dissipation) and a return to the origin after unloading (representing self-reset). Therefore, using the flag-shaped model as the basis for the control algorithm ensures that control decisions are based on a model that closely matches the actual physical behavior of the damper (i.e., good energy dissipation and reset), thereby greatly improving the accuracy and effectiveness of control.

[0049] 7) This invention refines the flag model into a physical model defined by rotational stiffness (K1, K2, K3) corresponding to multiple stages, replacing a simple black box or empirical model. Instead, it provides stiffness calculation formulas based on structural mechanics principles, such as K1 (pressure relief and static friction), K2 (joint opening), and K3 (unloading). These formulas directly correlate the model's stiffness parameters with the specific design parameters of the strain gauge (such as beam length, material modulus, cross-sectional area and position of the steel strand, etc.). This gives the control algorithm a precise physical basis, enabling more accurate prediction of the torque converter's mechanical response at different deformation stages, thereby achieving more refined control.

[0050] 8) The control method of the present invention can be controlled by the target force. The required target modulus is calculated in reverse, which is crucial for meeting the requirements of high-speed real-time control in the subsequent process. Attached Figure Description

[0051] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0052] Figure 1 This is the basic structure of the self-resetting connecting beam damper of the present invention;

[0053] Figure 2 This is a schematic diagram of the friction damping connection structure of the present invention, which can automatically adjust the output parameters;

[0054] Figure 3 This invention provides a theoretical hysteresis model of beam end bending moment-chord rotation angle. Detailed Implementation

[0055] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and specific embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0056] Example 1

[0057] Please see Figure 1 The self-resetting coupling beam damper with adjustable output parameters proposed in this invention is mainly used in high-rise shear wall structures to replace traditional reinforced concrete coupling beams. This damper mainly consists of three parts: a prefabricated steel coupling beam 1, a friction damping connection 2, and post-tensioned unbonded prestressed steel strands 3 (self-resetting assembly). The prefabricated steel coupling beam 1 is connected to the wall segments 4 on both sides via the friction damping connections 2 at both ends. The post-tensioned unbonded prestressed steel strands 3 pass through pre-reserved channels inside the steel coupling beam 1 and are anchored to the wall segments 4 on both sides, applying initial prestress to the entire system.

[0058] Under lateral cyclic loads such as earthquakes, the two wall segments 4 will experience relative vertical displacement, which will cause the steel connecting beam 1 to sway and deform, such as... Figure 1 As shown in Figure c, when the deformation reaches a certain level, the flange on one side of the connecting beam contacts and is compressed against the wall, while the flange at the opposite diagonal position on the other side separates from the wall, creating a gap between them. During this process, the friction damping connection 2 at the joint begins to function, and the friction surfaces inside slide relative to each other, dissipating the energy input to the structure through frictional work, thereby reducing the structure's seismic response. When the seismic action weakens or disappears, the wall deformation recovers, and under the strong restoring force provided by the prestressed steel strands 3, the steel connecting beam 1 can automatically return to its initial horizontal position, thus eliminating the residual deformation of the structure.

[0059] Detailed construction of friction damping connection

[0060] Please see Figure 2 The figure shows in detail the structure of the core component of the invention—the friction damping connection 2 with automatically adjustable output parameters. This connection mainly consists of a fixing component fixed to the wall limb 4 and a sliding component fixed to the steel connecting beam 1.

[0061] The sliding component is tightly connected to the web of the steel connecting beam 1 by bolts, and the side of it that contacts the fixed component is covered with a stainless steel surface layer 21 as one of the friction surfaces.

[0062] The fixing assembly includes a connecting plate 22, a clamping plate 23, a brake pad 24, high-strength bolts 25, and a magnetorheological elastic washer 26 as a key adjustment element. The connecting plate 22 is fixed to the wall segment 4, and the clamping plate 23 is connected to the connecting plate 22 by the high-strength bolts 25. The brake pad 24 is embedded in the clamping plate 23, and its surface is in direct contact with the stainless steel surface layer 21 of the sliding assembly, forming a BP-SS (BrakePad-Stainless Steel) friction surface. In a preferred embodiment, the brake pad 24 is made of a stable phenolic resin-metal sheet composite material, and the stainless steel surface layer 21 is made of highly corrosion-resistant 06Cr19Ni10 stainless steel. This friction pair has advantages such as rust resistance, stable performance, and weak stick-slip effect, making it very suitable for building structures that require long-term service. The clamping plate is connected to the connecting plate through a waist hole 28), the length direction of which is parallel to the normal direction of the clamping surface, allowing the connecting plate to move relative to the normal direction of the clamping surface.

[0063] The high-strength bolt 25 passes through the clamping plate 23 and the connecting plate 22, and a stable clamping force is applied to the entire friction surface by tightening the nut 27. The key feature of this invention is the inclusion of a magnetorheological elastic washer 26 between the bolt head or nut and the clamping plate 23. A magnetorheological elastomer is a smart material whose matrix is ​​an elastic polymer (such as silicone rubber) with micron-sized magnetic particles uniformly distributed within it. In the absence of an external magnetic field, it behaves like an ordinary elastomer. When an external magnetic field is applied, the internal magnetic particles chain along the direction of the magnetic field, resulting in a significant, rapid, and reversible increase in the material's macroscopic elastic modulus (stiffness).

[0064] In this invention, by arranging an electromagnetic coil around the magnetorheological elastic pad 26, the magnetic field strength can be precisely controlled by controlling the magnitude of the current input to the coil. Changes in the magnetic field strength affect the elastic modulus of the pad 26. The change in elastic modulus of the washer 26, being located on the force transmission path of the high-strength bolt 25, directly alters the stiffness of the entire bolted connection. This allows for real-time adjustment of the bolt's preload, i.e., the clamping force of the friction surfaces, while maintaining a relatively constant bolt length. In this way, millisecond-level real-time adjustment of the damper's friction force is achieved, with an adjustment range from 50% to 200% of the initial value.

[0065] Restoring force model and parameter adjustment algorithm

[0066] To achieve precise control of the damper's output parameters, a mathematical model of its mechanical behavior needs to be established. For example... Figure 3 As shown, the theoretical beam end bending moment of the self-resetting coupling beam damper chord rotation angle The relationship between them can be described by a distinctive "flag-shaped" hysteresis model. This model clearly reflects the stiffness changes, energy dissipation, and self-resetting characteristics of the damper during loading and unloading.

[0067] The key parameters and control algorithms of the model are described in detail below, and the core formulas are summarized in tabular form.

[0068]

[0069] In the above formula:

[0070] · , These represent the initial tension and the tension increment of the steel strand, respectively.

[0071] · , These are the lever arm lengths for the tension of the steel strand and the damping connection friction, respectively.

[0072] · , These are the static and dynamic friction coefficients of the friction surfaces, respectively.

[0073] · , These represent the number of friction surfaces and the clamping force of the friction damping connection, respectively.

[0074] · These are the lengths of the wall segment and the self-resetting connecting beam, respectively. To account for the additional deformation effect in the bolted connection node domain, the stiffness reduction factor can be taken as 0.3; , These are the elastic modulus and moment of inertia of the steel coupling beam, respectively. , Let be the shear modulus of elasticity and the cross-sectional area of ​​the coupling beam, respectively. We can take... , Poisson's ratio; This is a correction factor for uneven distribution of shear stress, which can be taken as 1.2.

[0075] · steel strand The distance to the center of rotation.

[0076] · The chord rotation angle corresponding to the start of unloading of the self-resetting connecting beam.

[0077] · This is the initial clamping force; The initial elastic modulus of the magnetorheological elastic pad; This is the proportionality coefficient determined through testing.

[0078] Based on the above-mentioned resilience model, the adjustment algorithm of the present invention is implemented according to the following steps:

[0079] 1. Model Establishment: The above-mentioned flag-shaped hysteresis model is pre-established in the control system. This model serves as a bridge connecting the physical world and control commands.

[0080] 2. Target Determination: Accelerometers, displacement gauges, and other sensors installed on the structure are used to monitor the structure's seismic response (such as inter-story displacement and velocity) in real time. The control algorithm (e.g., based on neural networks, fuzzy logic, or a lookup table-based control strategy as described above) calculates the optimal energy consumption demand at the current moment based on preset structural performance targets (e.g., controlling the inter-story displacement angle below a certain threshold) and converts it into the target clamping force on the friction-damped connection. .

[0081] 3. Parameter Calculation: Based on the core control equations Calculate the clamping force required to achieve the target. The target elastic modulus of the required magnetorheological elastic pad .

[0082] 4. Execution adjustment: The control system according to... The required magnetic field strength is calculated based on the correlation between the magnetic field strength and the magnetic field intensity (this correlation can be pre-calibrated through material testing). The power supply is then instructed to output a corresponding current to the electromagnetic coil (magnetic field generator) to produce the magnetic field. The magnetorheological elastic pad responds to the magnetic field within milliseconds, and its elastic modulus changes. This ensures that the preload of the high-strength bolts reaches the target value. This completes one closed-loop adjustment.

[0083] The entire process is continuously cyclical during the earthquake, enabling real-time optimization of the damper output parameters throughout the entire seismic response of the structure, thereby maximizing the protection of structural safety.

[0084] Finally, it should be noted that the above descriptions are merely preferred embodiments of the present invention and are not intended to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A self-resetting connecting beam damper with adjustable output parameters, used to connect two wall segments in a building structure, characterized in that, include: A prefabricated steel connecting beam is installed between the two wall segments; A self-resetting assembly includes at least one post-tensioned unbonded prestressed steel strand that passes through the steel connecting beam and is anchored to the two wall segments to provide a restoring force after the steel connecting beam undergoes swaying deformation. At least one friction damping connection slidably connects one end of the prefabricated steel beam to a corresponding wall segment, the friction damping connection including a clamping mechanism for generating frictional force and a friction surface; The clamping mechanism is provided with at least one magnetorheological elastomer element; A magnetic field generating device is used to apply a controllable magnetic field to the magnetorheological elastomer element; The elastic modulus of the magnetorheological elastomer element changes in response to the change in the magnetic field strength applied to it by the magnetic field generating device, thereby adjusting the clamping force applied to the friction surface by the clamping mechanism, and thus adjusting the friction force of the friction damping connection.

2. The self-resetting beam damper with adjustable output parameters according to claim 1, characterized in that, The friction damping connection includes: A sliding component is fixed to the end of the steel connecting beam; A fixing component is fixed to the wall segment; The sliding component and the fixed component form the friction surface and slide relative to each other.

3. The self-resetting beam damper with adjustable output parameters according to claim 2, characterized in that, The clamping mechanism includes at least one high-strength bolt passing through the fixed component and the sliding component. The magnetorheological elastomer element is a magnetorheological elastic washer. The magnetorheological elastic washer is disposed on the force transmission path of the high-strength bolt and is used to adjust the preload of the high-strength bolt by changing its own elastic modulus. The preload constitutes the clamping force. The magnetic field generating device is an electromagnetic coil arranged around the magnetorheological elastic pad.

4. The self-resetting beam damper with adjustable output parameters according to claim 1, characterized in that, The damper undergoes swaying deformation under lateral load, causing the friction damping connection to slide relative to dissipate energy, and returns to its initial position under the action of the self-resetting component after the load disappears.

5. A method for adjusting the parameters of a self-resetting beam damper according to any one of claims 1 to 4, characterized in that, Includes the following steps: (a) Establish a theoretical hysteresis model to describe the relationship between the bending moment at the beam end of the damper and the chord rotation angle; (b) Based on the structural seismic performance requirements or real-time monitored structural response data, the target clamping force of the friction damping connection is calculated and determined by a control algorithm. (c) Based on the target clamping force, calculate the target elastic modulus of the magnetorheological elastomer element required to achieve the target clamping force; (d) Control the magnetic field generating device to apply a magnetic field corresponding to the target elastic modulus to the magnetorheological elastomer element, thereby adjusting the clamping force of the friction damping connection to the target clamping force.

6. The method according to claim 5, characterized in that, The theoretical hysteresis model established in step (a) is a flag-type hysteresis model.

7. The method according to claim 6, characterized in that, The flag-shaped hysteresis model is defined by equivalent rotational stiffness in multiple stages, wherein the equivalent rotational stiffness includes at least a stiffness value calculated according to one of the following formulas: Equivalent rotational stiffness during decompression and static friction stages : ， in, The length of the steel connecting beam. and These are the elastic modulus and moment of inertia of the self-resetting coupling beam, respectively. and Let be the shear modulus of elasticity and the cross-sectional area of ​​the coupling beam, respectively. We can take... , Poisson's ratio; The correction factor for uneven distribution of shear stress is taken as... =1.2, The stiffness reduction factor for the coupling beam, considering the additional deformation effect of the bolted connection node domain, can be taken as 0.3; Equivalent rotational stiffness during the opening and closing phases of the joint : ， ， in, The beam-end bending moment is caused by the increase in tension of steel strand i. The chord rotation angle of the self-resetting coupling beam. ; and Let i be the elastic modulus and cross-sectional area of ​​steel strand i, respectively. These are the lengths of the wall segment and the self-resetting connecting beam, respectively. The distance from the steel strand i to the center of rotation; Equivalent rotational stiffness during the unloading phase with friction in the opposite direction : ， Where e is the natural constant.

8. The method according to claim 8, characterized in that, In step (c), the target clamping force With respect to the target elastic modulus of the magnetorheological elastomer element The relationship between them is determined by the following formula: ， in, The initial clamping force for the friction-damped connection. The initial elastic modulus of the magnetorheological elastic pad is given. This is a proportionality coefficient, which is generally obtained through experimental measurement.

9. The method according to claim 8, characterized in that, The control algorithm in step (b) includes: (b1) pre-establishing key indicators in the structural response data and the target clamping force. (b2) Obtain the monitoring values ​​of the key indicators in real time, and determine the target clamping force by querying the lookup table. .

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