CN113293880A - Buckling-restrained shear plate damper and design method thereof - Google Patents

Abstract

The invention discloses an anti-buckling shearing plate damper and a design method thereof. The damper comprises a corrugated anti-buckling shearing energy dissipation plate, an upper end plate and a lower end plate; the upper and lower end plates and the corrugated anti-buckling shearing energy dissipation plate are connected to each other by welding ; The corrugated anti-buckling shearing energy-dissipating plate is composed of three sections of straight plates and two sections of curved plates that are connected in sequence in the transverse direction. The curved plate in the anti-buckling shear plate damper can effectively reduce out-of-plane buckling. In the case of relative displacement of the upper and lower end plates along the direction of the strong axis of the energy-dissipating plate, the three-section straight plates of the energy-dissipating plate will undergo in-plane shearing. Shear deformation, the two sections of curved plates will have out-of-plane bending deformation. The bending deformation is along the direction of the strong axis of the energy-dissipating plate, and the out-of-plane deformation occurring under the large displacement of the middle of the rectangular steel plate web is transformed into a strong axis along the energy-dissipating plate. The bending deformation of the shaft can reduce the degree of out-of-plane buckling and improve the energy dissipation capacity. The damper has many superior properties such as small out-of-plane buckling, good ductility, and strong energy dissipation capacity, and is an ideal energy dissipation element.

Description

A kind of anti-buckling shear plate damper and design method thereof

technical field

The invention belongs to the seismic field of construction engineering and structural engineering, and particularly relates to an anti-buckling shear plate damper and a design method and application thereof.

Background technique

Earthquakes can cause serious damage to building structures, cause a large number of houses to be destroyed or collapse, and cause huge losses to people's lives and properties. In order to reduce the huge losses caused by earthquakes, the technology of energy dissipation and shock absorption has been developed rapidly in recent years. Damper devices are installed at the nodes, supports, shear walls, floor spaces, main attached structures and other parts of the structure to dissipate seismic energy through the bending, shearing and torsional deformation of the dampers, reducing the seismic response of the structure, thereby reducing the structure of the structure. The degree of damage to achieve the effect of energy dissipation and shock absorption. The most common type of damper is the metal damper.

Generally, metal shear dampers dissipate energy in two ways, one is to dissipate energy through shear yielding of the energy-dissipating plate, and the other is to dissipate energy through bending and yielding of the energy-dissipating plate. Among them, the shear steel plate damper uses shear elastic-plastic deformation in the plane of the steel plate for energy dissipation and shock absorption. Because of its advantages of simple production, good energy dissipation performance, large initial stiffness, and good economy, it has been studied and applied to houses and buildings. in the bridge structure. However, the study found that under the action of reciprocating load, the shear plate damper is prone to out-of-plane buckling with the increase of shear deformation, and the hysteresis curve of the damper is prematurely pinched, resulting in its bearing capacity and wear and tear. Decreased performance and soon broke out of work.

SUMMARY OF THE INVENTION

In order to overcome the above-mentioned problems in the prior art and solve the problem that the out-of-plane buckling of the shear steel plate damper causes its bearing capacity and energy dissipation capacity to decrease, an anti-buckling shear plate damper is designed, which not only has Excellent energy dissipation performance, can also effectively reduce the out-of-plane buckling phenomenon of sheared steel plates, and improve the energy dissipation and shock absorption effect of the damper; at the same time, high-strength bolts are used to connect with the application structure, which is easy to install and disassemble, and can be replaced after earthquakes Function.

In order to achieve the above-mentioned effects, the present invention is achieved through the following technical solutions:

The present invention provides a design method for an anti-buckling shear plate damper, comprising:

Determine the elastic yield load P _y according to the actual arrangement position and internal force of the damper; set the height-to-thickness ratio h/t of the damper according to the size of the actual arrangement position;

The cross-sectional area A of the damper is obtained from the elastic yield load P _y :

Among them, f _y is the material yield stress, b is the length of the damper, t is the thickness of the damper plate, and α is the amplification factor;

According to the principle of virtual work, calculate the elastic stiffness K of the rectangular section of the damper:

Obtain the elastic yield displacement Δ _y of the damper rectangular section steel plate:

分别为单位荷载P作用下的弯曲和剪切变形；E为弹性模量，ν为泊松比，k为截面切应力分布不均匀修正系数；in,

are the bending and shear deformations under the action of the unit load P, respectively; E is the elastic modulus, ν is the Poisson's ratio, and k is the correction factor for the uneven distribution of shear stress in the section;

Multiply the elastic yield displacement _Δy by the reduction factor β to obtain the elastic yield displacement:

Δ _y = βΔ _y

Check whether Δ _y meets the seismic interlayer lateral displacement requirements. If not, re-select the height-to-thickness ratio h/t, and recalculate the cross-sectional area until the requirements are met.

The present invention further provides an anti-buckling shear plate damper, comprising a wave-shaped anti-buckling shear energy dissipation plate, an upper end plate and a lower end plate, the upper end plate and the lower end plate are arranged in parallel, and a vertical connection between the upper end plate and the lower end plate is provided. Corrugated anti-buckling shearing energy-dissipating board; the corrugated anti-buckling shearing energy-dissipating board is formed by cold processing of straight plates, and consists of three sections of straight plates and two sections of curved plates and the upper and lower end plates are connected in sequence in parallel in the parallel direction; three sections of straight plates They are respectively arranged at the two ends and the middle, and the two curved plates are semi-circular arc segments, which are arranged on both sides of the straight plate segment in the middle, and the opening directions of the arcs are opposite.

Preferably, the straight plates are located at both ends and the middle of the wave-shaped anti-buckling shearing energy-dissipating plate, and the curved plates are located between the straight plates, which are semi-circular arc segments, and the curvature radii of the two semi-circular arc segments are the same.

Preferably, the width of the straight plate segment located in the middle is half of the width of the straight plate segment at both ends.

Preferably, the size ratio of the length of the straight plate segment to the diameter of the curved plate is: straight a: curved b: straight c: curved b: straight a=1:1:0.5:1:1.

Preferably, the straight plates located at both ends and the middle of the wave-shaped anti-buckling shearing energy-dissipating plate and the semi-circular arc segment curved plates between the adjacent straight plates are symmetrically arranged with respect to the centroid center of the straight plate segment in the middle, and the resultant shear force of the full section is through this centroid.

Preferably, the corrugated anti-buckling shearing energy-dissipating plate is cold-worked from a complete straight steel plate, and the connection between the straight plate and the curved plate is transitioned by an arc.

Preferably, the corrugated anti-buckling shearing energy dissipation plate is connected to the upper end plate and the lower end plate by welding; the upper end plate and the lower end plate are connected to the application structure through high-strength bolts.

Preferably, the upper end plate and the lower end plate are made of Q345 steel; the corrugated anti-buckling shear energy dissipation plate is made of LY225 or Q235 steel.

The anti-buckling shear plate damper of the present invention can be applied in the shear wall coupling beam and the arrangement of the herringbone support in the frame structure.

The anti-buckling shear plate damper of the present invention can be applied to the frame structure, the upper end plate is connected with the frame beam, the lower end plate is connected with the herringbone support, and the lower part of the herringbone support is connected with the frame column. The upper and lower end plates of the anti-buckling shear plate damper are provided with bolt holes, which can be connected to the application structure through high-strength bolts.

The anti-buckling shear plate damper can also be used in the shear wall coupling beam, and is placed in the middle of the shear wall coupling beam. The pre-embedded steel plate in the coupling beam is connected with the upper and lower end plates of the damper through high-strength bolts.

Compared with the prior art, the beneficial effects of the present invention are embodied in:

In the anti-buckling shear plate damper, the straight plate mainly dissipates energy through shear deformation along the strong axis direction, and the curved plate mainly dissipates energy through out-of-plane bending deformation. When the relative displacement of the end plate along the strong axis of the energy dissipation plate occurs, the three straight plates of the energy dissipation plate will undergo in-plane shear deformation, and the two curved plates will undergo out-of-plane bending deformation. The direction of the strong axis of the energy plate transforms the out-of-plane deformation that occurs under the large displacement in the middle of the rectangular steel plate web into the bending deformation along the strong axis of the energy-dissipating plate, thereby reducing the degree of out-of-plane buckling and improving the energy dissipation capacity. The damper has many superior properties such as small out-of-plane buckling, good ductility, and strong energy dissipation capacity, and is an ideal energy dissipation element.

This structure has the following advantages:

1. This structure can effectively solve the problem that the web is prone to out-of-plane buckling under the reciprocating load of the shear steel plate damper.

2. When the damper is working, it can effectively solve the problem of insufficient ductility of the shear steel plate damper and sudden and rapid decline of the bearing capacity.

3. It can effectively solve the problems that the hysteresis curve of the shear steel plate damper appears pinch prematurely, the energy dissipation capacity drops greatly, and the damage and withdrawal from work occur soon.

4. The size of the corrugated anti-buckling shearing energy-dissipating plate can be adjusted according to the actual structural member size and the displacement angle limit of the structure applied by the anti-buckling shear plate damper, so that it can achieve the ideal target in different structures.

5. The anti-buckling shear plate damper can realize concentrated earthquake damage, quickly replace it after the earthquake, and restore the predetermined function of the building structure.

Description of drawings

Fig. 1 is the structural representation of the present invention;

Figure 2 is a diagram for determining the geometric parameters of the wave-shaped anti-buckling shear energy-dissipating plate;

Figure 3 is a visual diagram of a rectangular steel plate damper;

Figure 4(a), (b), (c) are the simplified analytical models for the geometric parameters, shear force and bending moment of the rectangular steel plate damper;

Fig. 5 (a), (b) are application example diagrams of the present invention;

Figure 6 is a comparison diagram of hysteresis curves;

Fig. 7 is a skeleton curve comparison diagram;

Figure 8 is a comparison diagram of the equivalent viscous damping ratio;

Figure 9 is a comparison diagram of the cumulative total energy consumption;

Figure 10 is a front view of the present invention loaded to 36.60mm out-of-plane deformation;

Figure 11 is a front view of the rectangular steel plate damper loaded to 27.64mm out-of-plane deformation;

Figure 12 is a front view of the present invention loaded to 27.64mm out-of-plane deformation.

In the picture: 1-wave-shaped anti-buckling shearing energy plate; 2-straight plate; 3-curved plate; 4-upper end plate; 5-lower end plate; 6-bolt hole; 7-waveform anti-buckling shearing energy-dissipating plate.

Detailed ways

The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. The exemplary embodiments and descriptions of the present invention are used to explain the present invention, but are not intended to limit the present invention.

As shown in FIG. 1 , an anti-buckling shear plate damper provided in an embodiment of the present invention includes a wave-shaped anti-buckling shear energy dissipation plate 1 , an upper end plate 4 and a lower end plate 5 . The upper end plate and the lower end plate are arranged in parallel, and between the upper end plate 4 and the lower end plate 5, there is a corrugated anti-buckling shearing energy-dissipating plate 1. The top end of the energy dissipation plate 1 is welded to the upper end plate 4 , and the bottom end is welded to the lower end plate 5 .

The corrugated anti-buckling shearing energy-dissipating plate 1 is composed of three sections of straight plates 2 and two sections of curved plates 3 which are connected in sequence at intervals in the transverse direction. It can be made of a complete straight steel plate through cold processing, and the connection between the straight plate and the curved plate is chamfered. The initial defect of the steel plate can be minimized, and the influence of the initial defect on the yield strength can be reduced. The openings of the two sections of the curved plate 3 are opposite to maximize the bending energy dissipation capacity.

In an example of the present invention, the straight plate 2 has three sections, wherein the length of the middle straight plate 2 is half of the length of the straight plate 2 at both ends; the curved plate 3 has two sections, which are semi-circular arc sections, with the same radius of curvature and circular arc. The opening directions are opposite; the three straight plates are arranged at the two ends and the middle respectively. The three-section straight plate 2 and the two-section curved plate 3 are symmetrically arranged with respect to the centroid center of the middle straight plate, and the resultant shear force of the full section passes through this centroid. Refer to Fig. 2 for the determination of the geometric parameters of the corrugated anti-buckling shear energy dissipation plate for parameter restrictions. The ratio of the length of the three-section straight plate 2 to the outer surface diameter of the two-section curved plate 3 is: straight a: curved b: straight c: curved b: Straight a = 1:1:0.5:1:1. Among them, the upper end plate and the lower end plate are made of Q345 steel; the corrugated anti-buckling shear energy dissipation plate is made of LY225 or Q235 steel.

The corrugated anti-buckling shearing energy-dissipating plate 1 of the present invention is obtained by cold processing a complete rectangular plate, so the simplified analysis model of the present invention uses a rectangular steel plate damper with equal height-thickness ratio h/t and equal length b to derive its The theoretical yield load and yield displacement, as shown in Fig. 4(a)-(c), are the geometric parameters and simplified analytical model of the rectangular-section steel plate damper. The maximum shear stress of the cross section can be obtained according to the mechanics of materials:

where τ _max is the maximum shear stress of the cross section; P _y is the shear force at the cross section; A=t×b is the area of the cross section.

Yield Criterion by Mises:

When the shear stress in the middle of the section is the largest, the normal stress is zero, which can be regarded as a pure shear state, and it can be obtained:

再代入式(1)可得矩形截面钢板阻尼器的弹性屈服荷载为：where σ _x , σ _y and σ _z are normal stress, τ _xy , τ _yz and τ _zx are shear stress; f _y is material yield stress. From formula (2)(3), we get

Substituting into equation (1) again, the elastic yield load of the rectangular section steel plate damper can be obtained as:

According to the principle of virtual work, the end displacement Δ _y under the action of the load can be obtained, namely:

分别为单位荷载P作用下的弯曲和剪切变形；I(z)为横截面惯性矩；E为弹性模量；k为截面切应力分布不均匀修正系数，矩形截面取k＝1.2；

分别为单位力和单位荷载P作用下x处截面的弯矩；

分别为单位力和单位荷载P作用下x处截面剪力。in the formula

are the bending and shear deformations under the action of the unit load P, respectively; I(z) is the moment of inertia of the cross-section; E is the elastic modulus; k is the correction factor for uneven distribution of shear stress in the section, and k = 1.2 for the rectangular section;

are the bending moments of the section at x under the action of unit force and unit load P, respectively;

are the shear forces of the section at x under the action of unit force and unit load P, respectively.

Substituting equations (4), (6), and (7) into equation (5), the elastic yield displacement of the rectangular-section steel plate damper can be obtained:

where ν is Poisson's ratio.

Since the corrugated anti-buckling shearing energy-dissipating plate 1 of the present invention contains a curved plate 3, and the energy-consuming part of the pure shearing straight plate 2 is smaller than that of the rectangular energy-dissipating steel plate, the ultimate bearing capacity is lower than that of the rectangular energy-dissipating steel plate. Therefore, when designing the section size of the present invention, it is necessary to enlarge or reduce the elastic yield load and displacement of the rectangular section steel plate damper.

即将矩形截面钢板阻尼器的弹性屈服荷载乘以放大系数α＝1.88，弹性屈服位移乘以折减系数β＝0.96计算所得矩形板截面尺寸，然后加工成所述的波形防屈曲剪切耗能板1。According to the simulation calculation results in Table 1, the elastic yield load ratio of the rectangular section steel plate damper and the present invention is α=P _y /P _y = 1.88, and the stiffness ratio is K/K = 1.8, so _the elasticity of the present invention can be deduced Yield displacement ratio

The elastic yield load of the rectangular section steel plate damper is multiplied by the amplification factor α = 1.88, and the elastic yield displacement is multiplied by the reduction coefficient β = 0.96 to calculate the section size of the rectangular plate, and then processed into the wave-shaped anti-buckling shear energy dissipation plate 1.

Table 1 Simulation calculation specific numerical table.

Table 1

The design method of the anti-buckling shear plate damper of the present invention is given below:

First, the elastic yield load P _y is determined according to the internal force of the actual arrangement position of the damper, and the height-to-thickness ratio h/t of the damper is set according to the size of the actual arrangement position.

得到阻尼器长度b和截面面积A。Next, multiply this elastic yield load P _y by the magnification factor α=1.88, by the formula

Obtain the damper length b and cross-sectional area A.

Among them, f _y is the material yield stress, b is the length of the damper, t is the thickness of the damper plate, and α is the amplification factor.

进而得到矩形截面钢板阻尼器的弹性屈服位移

Then, according to the principle of virtual work, the elastic stiffness of the rectangular section damper is calculated

Then the elastic yield displacement of the rectangular section steel plate damper is obtained

分别为单位荷载P作用下的弯曲和剪切变形；E为弹性模量，ν为泊松比，k为截面切应力分布不均匀修正系数。in,

are the bending and shear deformations under the action of the unit load P, respectively; E is the elastic modulus, ν is the Poisson's ratio, and k is the correction factor for the uneven distribution of shear stress in the section.

Finally, multiply the elastic yield displacement Δ _y by the reduction coefficient β = 0.96 to obtain the elastic yield displacement Δ _y = βΔ _y of the present invention, and check whether Δ _y satisfies the seismic inter-story lateral displacement requirements, if not, re-select the height and thickness Ratio h/t, recalculate the cross-sectional area until it is satisfied.

The effect and application of the present invention will be further described below in conjunction with the accompanying drawings.

Referring to Fig. 5(a), which is an application example diagram of the present invention, when the application structure is a frame structure, the anti-buckling shear plate damper 7 can be placed in the frame structure through a herringbone support, and the upper end plate 4 is connected to the frame beam. , the lower end plate 5 is connected with the herringbone support. Referring to Figure 5(b), when the application structure is a shear wall coupling beam, the anti-buckling shear plate damper 7 can be placed in the middle of the shear wall coupling beam, and the steel plate embedded in the coupling beam and the upper end plate 4 and the lower end The plate 5 is connected by high-strength bolts, which play the role of energy consumption and shock absorption. At the same time, the bolt connection is easy to install and disassemble, and can realize the function of replacement after earthquake.

When the damper is working (when the upper end plate 4 and the lower end plate 5 are relatively displaced), the rectangular energy-dissipating steel plate is prone to out-of-plane buckling after shearing deformation. Plate 3 Energy consumption plates will play an important role. The three-section straight plate 2 of the energy dissipation board will undergo in-plane shear deformation, and the two-section curved plate 3 will undergo out-of-plane bending deformation. Compared with the rectangular steel plate damper, the shear deformation range is smaller, and the bending deformation direction is along the According to the direction of the strong axis of the energy dissipation plate, the out-of-plane deformation that occurs in the middle of the rectangular steel plate web is transformed into a bending deformation along the strong axis of the energy dissipation plate, thereby reducing the degree of out-of-plane buckling and improving the energy dissipation capacity. The damper has many superior properties such as small out-of-plane buckling, large plastic deformation capacity, good ductility, and strong energy dissipation capacity, and is an ideal energy dissipation element.

Referring to Fig. 3, it is a visual diagram of a rectangular steel plate damper, using the same material as the present invention, and applying the same displacement-controlled cyclic reciprocating load under the condition of the same height-to-thickness ratio and the same amount of steel.

Referring to FIG. 6 , which is a comparison diagram of the hysteresis curves of the present invention and the rectangular steel plate damper under reciprocating loading, since the corrugated anti-buckling shearing energy-dissipating plate 1 of the present invention contains a curved plate 3, the pure shearing straight plate 2 consumes energy Part of it is smaller than the rectangular energy-consuming steel plate, and its ultimate bearing capacity is lower than that of the rectangular energy-consuming steel plate. However, once the rectangular energy-consuming steel plate has out-of-plane buckling, the bearing capacity will drop rapidly, and the failure load will be reached when the loading displacement reaches 27.64mm. The loading displacement of the present invention When reaching 36.60mm, the breaking load is reached, and it can be seen that the rectangular steel plate damper breaks prematurely compared with the present invention. At the same time, the hysteresis curve of the invention is full, the pinching phenomenon is small, the bearing capacity decreases slowly, and the invention has better ductility performance and energy dissipation capacity.

Referring to Fig. 7, it is a comparison diagram of the skeleton curve of the present invention and the rectangular steel plate damper. According to Article 4.5.4 of the "Building Seismic Test Method Regulations", the ductility coefficient of the present invention is 13.22, and the ductility coefficient of the rectangular steel plate damper is 8.78. , the ductility coefficient of the present invention is obviously larger than that of the rectangular steel plate damper, and the present invention has better ductility.

Referring to Figure 8, which is a comparison diagram of the equivalent viscous damping ratio, the equivalent viscous damping ratio increases with the increase of the loading displacement before the specimen yields, and the equivalent viscous damping ratio between the present invention and the rectangular steel plate damper after yielding The damping ratios are all between 0.55-0.59. After the four corners of the rectangular energy-dissipating steel plate yielded, out-of-plane buckling began to occur in the middle of the web, the equivalent viscous damping ratio decreased rapidly, and the energy dissipation capacity decreased. After the four corners of the present invention yield, no out-of-plane buckling occurs in the middle of the web, so the equivalent viscous damping ratio decreases slowly, showing good ductility and energy dissipation performance. Referring to Fig. 9, which is a comparison chart of the cumulative total energy consumption, it can be seen that the cumulative total energy consumption of the present invention is significantly higher than that of the rectangular energy consumption board, and the cumulative total energy consumption is increased by 19.49%, indicating that the energy consumption performance of the present invention is better than that of the rectangular energy consumption. plate.

Referring to Fig. 10, it is the front view of the out-of-plane buckling deformation of the wave-shaped anti-buckling shearing energy-dissipating plate 1 when the load is 36.60mm, and the front view of the out-of-plane buckling deformation when the rectangular steel plate damper is loaded to 27.64mm as shown in Fig. 11 Compared with the figure, the out-of-plane buckling degree of the present invention is smaller than the out-of-plane buckling degree of the rectangular steel plate damper. This is because the bearing capacity of the rectangular steel plate damper drops to 85% of the ultimate bearing capacity before the present invention. At this time, the maximum out-of-plane buckling displacement of the rectangular steel plate damper is about 41.14 mm, and the maximum out-of-plane buckling displacement of the present invention is 39.43 mm. . Referring to Fig. 12, which is the out-of-plane buckling degree when the loading displacement of the present invention reaches 27.64 mm, the out-of-plane buckling displacement of the wave-shaped anti-buckling shear energy dissipation plate 1 is about 26.19 mm, and the out-of-plane buckling reduction degree is 36.34%. It can be seen that The out-of-plane buckling degree of the present invention is obviously smaller than the out-of-plane buckling degree of the rectangular steel plate damper, and no obvious out-of-plane buckling deformation occurs in the middle of the web of the corrugated anti-buckling shear energy dissipation plate 1 of the present invention.

To sum up, the present invention can effectively prevent the out-of-plane buckling of the energy-consuming plate, and is an excellent energy-dissipating element.

The above are only specific embodiments of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art who is familiar with the technical scope disclosed by the present invention can easily think of changes or substitutions. All should be included within the protection scope of the present invention.

Claims (10)

1. a design method of anti-buckling shear plate damper, is characterized in that, comprises: Determine the elastic yield load P _y according to the actual arrangement position and internal force of the damper; set the height-to-thickness ratio h/t of the damper according to the size of the actual arrangement position; The cross-sectional area A of the damper is obtained from the elastic yield load P _y :

Among them, f _y is the material yield stress, b is the length of the damper, t is the thickness of the damper plate, and α is the amplification factor; According to the principle of virtual work, calculate the elastic stiffness K of the rectangular section of the damper:

Obtain the elastic yield displacement Δ _y of the damper rectangular section steel plate:

in,

are the bending and shear deformations under the action of the unit load P, respectively; E is the elastic modulus, ν is the Poisson's ratio, and k is the correction factor for the uneven distribution of shear stress in the section; Multiply the elastic yield displacement _Δy by the reduction factor β to obtain the elastic yield displacement: Δ _y = βΔ _y Check whether Δ _y meets the seismic interlayer lateral displacement requirements. If not, re-select the height-to-thickness ratio h/t, and recalculate the cross-sectional area until the requirements are met. 2. An anti-buckling shear plate damper designed by the method according to claim 1, characterized in that it comprises a corrugated anti-buckling shear energy dissipation plate, an upper end plate and a lower end plate, the upper end plate and the lower end plate are arranged in parallel, and the upper end plate and the lower end plate are arranged in parallel. The corrugated anti-buckling shearing energy-dissipating plate is vertically connected between the plate and the lower end plate; the corrugated anti-buckling shearing energy-dissipating plate is composed of three sections of straight plates and two sections of curved plates and the upper and lower end plates are connected in sequence in parallel in the parallel direction; three sections of straight plates They are respectively arranged at both ends and the middle; the two curved plates are semi-circular arc segments, arranged on both sides of the straight plate segment in the middle, and the arc opening directions are opposite. 3 . The anti-buckling shear plate damper according to claim 2 , wherein the radius of curvature of the two semicircular arc segments is the same. 4 . 4 . The buckling-resistant shear plate damper according to claim 2 , wherein the width of the straight plate segment located in the middle is half the width of the straight plate segment at both ends. 5 . 5 . The anti-buckling shear plate damper according to claim 2 , wherein the size ratio of the length of the straight plate segment to the diameter of the curved plate is: straight a: curved b: straight c: curved b: straight a=1 :1:0.5:1:1. 6 . The anti-buckling shear plate damper according to claim 2 , wherein the straight plates located at both ends and the middle of the wave-shaped anti-buckling shear energy-dissipating plate and the semi-circular arcs between the adjacent straight plates. 7 . The segmental curved plates are arranged symmetrically about the centroid center of the middle straight plate segment, and the resultant shear force of the full section passes through this centroid. 7. An anti-buckling shear plate damper according to claim 2, characterized in that, the wave-shaped anti-buckling shear energy dissipation plate is cold-worked from a complete straight steel plate, and the straight plate and the curved plate are cold-worked. The connections are transitioned in arcs. 8 . The anti-buckling shear plate damper according to claim 2 , wherein the corrugated anti-buckling shear energy-dissipating plate is connected with the upper end plate and the lower end plate by welding; the upper end plate and the lower end plate are connected by high-strength Bolts are attached to the application structure. 9 . The anti-buckling shear plate damper according to claim 2 , wherein the upper end plate and the lower end plate are made of Q345 steel; the wave-shaped anti-buckling shear energy dissipation plate is made of LY225 or Q235 steel. 10. The anti-buckling shear plate damper according to any one of claims 2-9 is used in shear wall coupling beams and arranging herringbone supports in frame structures.

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