A buckling-restrained shear panel damper and its design method

Abstract

The present invention discloses a buckling-restrained shear plate damper and its design method, which includes a corrugated buckling-restrained shear energy dissipation plate, an upper end plate and a lower end plate; the upper and lower end plates are connected to the corrugated buckling-restrained shear energy dissipation plate by welding; the corrugated buckling-restrained shear energy dissipation plate is composed of three straight plates and two curved plates that are distributed at intervals in the transverse direction and connected in sequence. The curved plates in this buckling-restrained shear plate damper can effectively reduce out-of-plane buckling. When relative displacement occurs between the upper and lower end plates along the strong axis direction of the energy dissipation plate, 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 bending deformation is along the strong axis direction of the energy dissipation plate, converting the out-of-plane deformation that occurs under large displacement in the middle of the rectangular steel plate web into bending deformation along the strong axis of the energy dissipation plate, thereby reducing the degree of out-of-plane buckling and enhancing the energy dissipation capacity. This damper has many excellent properties such as small out-of-plane buckling degree, good ductility, and strong energy dissipation capacity, and is an ideal energy dissipation component.

Description

Technical Field

[0001] The present invention belongs to the field of earthquake resistance in construction engineering and structural engineering, and particularly relates to a buckling-restrained shear plate damper, its design method and application. Background Art

[0002] Earthquakes can cause severe damage to building structures, resulting in a large number of houses being damaged or collapsed, and causing huge losses to people's lives and property. In order to reduce the huge losses brought by earthquakes, energy dissipation and seismic reduction technologies have developed rapidly in recent years. Damper devices are installed at the joints, supports, shear walls, floor spaces, main and auxiliary structures, etc. of the structure. The damper dissipates seismic energy through bending, shearing, and torsional deformation, reduces the seismic response of the structure, thereby reducing the degree of damage to the structure, and achieving the effect of energy dissipation and seismic reduction. One of the most commonly used dampers is the metal damper.

[0003] Generally, metal shear dampers dissipate energy in two ways. One is through the shear yield of the energy dissipation plate to dissipate energy, and the other is through the bending yield of the energy dissipation plate to dissipate energy. Among them, the shear steel plate damper uses the shear elastoplastic deformation generated in the plane of the steel plate to dissipate energy and reduce seismic vibration. Because of its simple production, good energy dissipation performance, large initial stiffness, and good economy, it has been studied and applied in building and bridge structures. However, it has been found that under cyclic loading, as the shear deformation increases, the web of the shear steel plate damper is prone to out-of-plane buckling, and the hysteresis curve of the damper shows pinching prematurely, resulting in a decrease in its bearing capacity and energy dissipation capacity and rapid failure and withdrawal from service. Summary of the Invention

[0004] In order to overcome the problems existing in the above-mentioned prior art and solve the problem that the out-of-plane buckling of the web of the shear steel plate damper causes a decrease in its bearing capacity and energy dissipation capacity, a buckling-restrained shear plate damper is designed. This damper not only has excellent energy dissipation performance, but also can effectively reduce the out-of-plane buckling phenomenon of the shear steel plate, improve the energy dissipation and seismic reduction 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 the post-earthquake replaceable function can be realized.

[0005] To achieve the above effects, the present invention is realized through the following technical solutions:

[0006] The present invention provides a design method for a buckling-restrained shear plate damper, including:

[0007] Determine the elastic yield load P according to the actual layout position and internal force condition of the damper; y ; Set the height-to-thickness ratio h / t of the damper according to the actual layout position size;

[0008] According to the elastic yield load P y Obtain the cross-sectional area A of the damper:

[0009]

[0010] Among them, f y is the yield stress of the material, b is the length of the damper, t is the thickness of the damper plate, and α is the amplification coefficient;

[0011] According to the principle of virtual work, calculate the elastic stiffness K of the rectangular cross-section of the damper:

[0012]

[0013] Obtain the elastic yield displacement Δ y :

[0014]

[0015] Among them, 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 coefficient for the non-uniform distribution of the shear stress of the cross-section;

[0016] Multiply the elastic yield displacement Δ y by the reduction coefficient β to obtain the elastic yield displacement:

[0017] Δ y发 = βΔ y

[0018] Check whether Δ y meets the requirements of the inter-story lateral displacement for earthquake resistance. If it does not meet the requirements, reselect the height-to-thickness ratio h / t and recalculate the cross-sectional area until the requirements are met.

[0019] The present invention further provides a buckling-restrained shear plate damper, which includes a corrugated buckling-restrained 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 corrugated buckling-restrained shear energy dissipation plate is vertically connected between the upper end plate and the lower end plate; the corrugated buckling-restrained shear energy dissipation plate is formed by cold processing of a straight plate, and is composed of three straight plates and two curved plates connected in sequence at intervals in the direction parallel to the upper and lower end plates; the three straight plates are respectively arranged at both ends and in the middle, and the two curved plates are semi-circular arc segments, arranged on both sides of the middle straight plate segment, and the opening directions of the arcs are opposite.

[0020] Preferably, the straight plates are located at both ends and in the middle of the corrugated buckling-restrained shear energy dissipation plate, and the curved plates are located between the straight plates and are semi-circular arc segments, and the curvature radii of the two semi-circular arc segments are the same.

[0021] Preferably, the width of the straight plate segment in the middle is half of the width of the straight plate segments at both ends.

[0022] Preferably, the 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.

[0023] Preferably, the straight plates at both ends and the middle of the corrugated buckling-resistant shear energy dissipation plate and the semi-circular arc curved plates adjacent to the straight plates are symmetrically arranged about the centroid of the middle straight plate section, and the resultant shear force of the entire cross-section passes through this centroid.

[0024] Preferably, the corrugated buckling-resistant shear energy dissipation plate is formed by cold working a whole piece of straight steel plate, and the connection between the straight plate and the curved plate is transitioned by an arc.

[0025] Preferably, the corrugated buckling-resistant shear 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 by high-strength bolts.

[0026] Preferably, the upper end plate and the lower end plate are made of Q345 steel; the corrugated buckling-resistant shear energy dissipation plate is made of LY225 or Q235 steel.

[0027] The buckling-resistant shear plate damper of the present invention can be applied in the coupling beams of shear walls and in the frame structure with chevron braces installed.

[0028] The buckling-resistant shear plate damper of the present invention can be applied to a frame structure, where the upper end plate is connected to the frame beam, the lower end plate is connected to the chevron brace, and the lower part of the chevron brace is connected to the frame column. Bolt holes are provided on both the upper end plate and the lower end plate of the buckling-resistant shear plate damper, and it can be connected to the application structure by high-strength bolts.

[0029] The buckling-resistant shear plate damper can also be applied to the coupling beams of shear walls and is installed in the middle of the coupling beams of shear walls. The embedded steel plates in the coupling beams are connected to the upper end plate and the lower end plate of the damper by high-strength bolts.

[0030] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0031] In the buckling-resistant shear plate damper of the present invention, the straight plates mainly play an energy dissipation role by undergoing shear deformation along the strong axis direction, and the curved plates mainly dissipate energy by undergoing out-of-plane bending deformation. The curved plates can effectively reduce out-of-plane buckling. When relative displacement occurs along the strong axis direction of the energy dissipation plate at the upper and lower end plates, 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 bending deformation is along the strong axis direction of the energy dissipation plate, converting the out-of-plane deformation that occurs under large displacement in the middle of the rectangular steel plate web into bending deformation along the strong axis of the energy dissipation plate, thereby reducing the degree of out-of-plane buckling and enhancing the energy dissipation capacity. This damper has many excellent properties such as small out-of-plane buckling degree, good ductility, and strong energy dissipation capacity, and is an ideal energy dissipation element.

[0032] This structure has the following advantages:

[0033] 1. This structure can effectively solve the problem that the web of the shear steel plate damper is prone to out-of-plane buckling under reciprocating loads.

[0034] 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 drop in bearing capacity.

[0035] 3. It can effectively solve the problem that the hysteresis curve of the shear steel plate damper pinches too early, the energy dissipation capacity decreases greatly, and it is quickly damaged and quits working.

[0036] 4. The size of the corrugated buckling-resistance shear plate can be adjusted according to the actual structural component size and the displacement angle limit between structural layers to which the buckling-resistance shear plate damper is applied, so that it can achieve the ideal goal in different structures.

[0037] 5. Buckling-resistance shear plate dampers can realize concentrated earthquake damage and be quickly replaced after an earthquake to restore the intended function of the building structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0038] Figure 1 It is a schematic diagram of the structure of the present invention;

[0039] Figure 2 The figure for determining the geometric parameters of the corrugated buckling-resisting shear energy dissipation plate;

[0040] Figure 3 It is a visual diagram of the rectangular steel plate damper;

[0041] Figure 4 (a), (b), and (c) are the simplified analysis models of the rectangular steel plate damper’s geometric parameters, shear force, and bending moment, respectively;

[0042] Figure 5 (a) and (b) are diagrams showing application examples of the present invention;

[0043] Figure 6 It is a comparison diagram of hysteresis curves;

[0044] Figure 7 This is a comparison chart of skeleton curves;

[0045] Figure 8 is the comparison diagram of equivalent viscous damping ratio;

[0046] Figure 9 This is a comparison chart of cumulative total energy consumption;

[0047] Figure 10 This is a front view of the present invention when loaded to 36.60mm out-of-plane deformation;

[0048] Figure 11 This is the front view of the rectangular steel plate damper loaded to 27.64mm out-of-plane deformation;

[0049] Figure 12This is the front view of the out-of-plane deformation of the present invention loaded to 27.64 mm.

[0050] In the figure: 1 - Corrugated buckling-resistant shear energy dissipation plate; 2 - Straight plate; 3 - Curved plate; 4 - Upper end plate; 5 - Lower end plate; 6 - Bolt hole; 7 - Corrugated buckling-resistant shear energy dissipation plate. Specific embodiments

[0051] The present invention will be described in detail below in conjunction with the accompanying drawings and specific embodiments. Here, the schematic embodiments of the present invention and the descriptions are used to explain the present invention, but do not limit the present invention.

[0052] As Figure 1 shown, a buckling-resistant shear plate damper provided by an embodiment of the present invention includes a corrugated buckling-resistant 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. A corrugated buckling-resistant shear energy dissipation plate 1 is provided between the upper end plate 4 and the lower end plate 5. The corrugated buckling-resistant shear energy dissipation plate is formed by cold processing of a straight plate. The top of the corrugated buckling-resistant shear energy dissipation plate 1 is welded to the upper end plate 4, and the bottom is welded to the lower end plate 5.

[0053] The corrugated buckling-resistant shear energy dissipation plate 1 is composed of three sections of straight plates 2 and two sections of curved plates 3 that are spaced apart in the transverse direction and connected in sequence. It can be formed by cold processing a whole straight steel plate. Chamfering is done at the connection between the straight plate and the curved plate. The initial defects of the steel plate can be minimized, and the influence of the initial defects on the yield strength can be reduced. The openings of the two sections of curved plates 3 face in opposite directions to achieve the maximum bending energy dissipation capacity.

[0054] In an example of the present invention, there are three sections of straight plates 2, where the length of the middle straight plate 2 section is half of the length of the two end straight plate 2 sections; there are two sections of curved plates 3, which are semi-circular arc sections with the same curvature radius, and the arc opening directions are opposite; the three sections of straight plates are arranged at both ends and in the middle. The three sections of straight plates 2 and the two sections of curved plates 3 are symmetrically arranged about the centroid of the middle straight plate, and the resultant shear force of the entire cross-section passes through this centroid. For the parameter limitations, refer to Figure 2 is the geometric parameter determination diagram of the corrugated buckling-resistant shear energy dissipation plate. The ratio of the lengths of the three sections of straight plates 2 to the outer surface diameters of the two sections of curved plates 3 is: straight a: curved b: straight c: curved b: straight a = 1:1:0.5:1:1. Among them, Q345 steel is used for the upper end plate and the lower end plate; LY225 or Q235 steel is used for the corrugated buckling-resistant shear energy dissipation plate.

[0055] The corrugated buckling-resistant shear energy dissipation plate 1 of the present invention is obtained through cold processing of a complete rectangular plate. Therefore, the simplified analysis model of the present invention uses a rectangular steel plate damper with an equal height-to-thickness ratio h / t and an equal length b to deduce its theoretical yield load and yield displacement. As shown in Figures 4(a)-(c), they are the geometric parameters and simplified analysis model of the rectangular cross-section steel plate damper. According to the mechanics of materials, the maximum shear stress of the cross-section can be obtained:

[0056]

[0057] 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 cross-sectional area.

[0058] According to the von Mises yield criterion:

[0059]

[0060] When the shear stress in the middle of the cross-section is the largest, the normal stress is zero. At this time, it can be regarded as a pure shear state, and we can get:

[0061]

[0062] Where σ x , σ y and σ z are the normal stresses, τ xy , τ yz and τ zx are the shear stresses; f y is the yield stress of the material. From Eqs. (2) and (3), we get Substituting it into Eq. (1) again, the elastic yield load of the rectangular-section steel plate damper is:

[0063]

[0064] According to the principle of virtual work, the displacement Δ y at the lower end under the action of the load can be obtained, that is:

[0065]

[0066]

[0067]

[0068] Where 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 coefficient for the non-uniform distribution of the shear stress of the cross-section, and k = 1.2 is taken for the rectangular cross-section; are the bending moments of the cross-section at x under the action of the unit force and the unit load P respectively; are the shear forces of the cross-section at x under the action of the unit force and the unit load P respectively.

[0069] Substituting Eqs. (4), (6), and (7) into Eq. (5), the elastic yield displacement of the rectangular-section steel plate damper can be obtained:

[0070]

[0071] where ν is the Poisson's ratio.

[0072] Since the waveform anti-buckling shear energy dissipating plate 1 of the present invention contains a curved plate 3, the energy dissipating part of the pure shear straight plate 2 is smaller than that of the rectangular energy dissipating steel plate, so the ultimate bearing capacity is lower than that of the rectangular energy dissipating steel plate. Therefore, when designing the cross-sectional dimensions of the present invention, it is necessary to amplify or reduce the elastic yield load and displacement of the rectangular cross-sectional steel plate damper.

[0073] According to the simulation calculation results in Table 1, the ratio of the elastic yield load of the rectangular cross-sectional steel plate damper to that of the present invention is α = P y / P y发 = 1.88, and the stiffness ratio is K / K 发 = 1.8. Therefore, the elastic yield displacement ratio of the present invention can be deduced as That is, the cross-sectional dimensions of the rectangular plate are calculated by multiplying the elastic yield load of the rectangular cross-sectional steel plate damper by the amplification factor α = 1.88 and multiplying the elastic yield displacement by the reduction factor β = 0.96, and then processed into the waveform anti-buckling shear energy dissipating plate 1.

[0074] Table 1 Specific numerical table of simulation calculation.

[0075] Table 1

[0076]

[0077] The following gives the design method of the anti-buckling shear plate damper of the present invention:

[0078] First, determine the elastic yield load P y according to the internal force condition of the actual layout position of the damper, and set the height-thickness ratio h / t of the damper according to the actual layout position dimensions.

[0079] Secondly, multiply this elastic yield load P y by the amplification factor α = 1.88, and obtain the length b and cross-sectional area A of the damper from the formula .

[0080] 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.

[0081] Then, calculate the elastic stiffness of the rectangular cross-sectional damper according to the principle of virtual work and further obtain the elastic yield displacement of the rectangular cross-sectional steel plate damper

[0082] Among them, 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 coefficient for the non-uniform distribution of the cross-sectional shear stress.

[0083] Finally, multiply the elastic yield displacement Δ y by the reduction coefficient β = 0.96 to obtain the elastic yield displacement Δ y发 of the present invention, which is Δ y = βΔ y . Check whether Δ

[0084] meets the requirements of the inter-story lateral displacement for earthquake resistance. If not, reselect the slenderness ratio h / t and recalculate the cross-sectional area until the requirements are met.

[0085] As shown in Fig. 5(a), which is an application example diagram of the present invention. When the application structure is a frame structure, the buckling-restrained shear plate damper 7 can be arranged in the frame structure through a chevron brace. The upper end plate 4 is connected to the frame beam, and the lower end plate 5 is connected to the chevron brace. As shown in Fig. 5(b), when the application structure is a coupling beam of a shear wall, the buckling-restrained shear plate damper 7 can be arranged in the middle part of the coupling beam of the shear wall. The embedded steel plates in the coupling beam are connected to the upper end plate 4 and the lower end plate 5 through high-strength bolts, playing the role of energy dissipation and shock absorption. At the same time, the bolt connection is easy to install and disassemble, and the function of being replaceable after an earthquake can be realized.

[0086] When the damper works (when the upper end plate 4 and the lower end plate 5 have relative displacement), the rectangular energy dissipation steel plate is prone to out-of-plane buckling after shear deformation. At this time, the curved plate 3 in the corrugated buckling-restrained shear energy dissipation plate 1 will play an important role. The three straight plates 2 of the energy dissipation plate will undergo in-plane shear deformation, and the two curved plates 3 will undergo out-of-plane bending deformation. Compared with the rectangular steel plate damper, the range of shear deformation is smaller, and the direction of bending deformation is along the strong axis of the energy dissipation plate, converting the out-of-plane deformation that occurs in the middle of the web of the rectangular steel plate into 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. This damper has many excellent properties such as small out-of-plane buckling degree, large plastic deformation capacity, good ductility, and strong energy dissipation capacity, and is an ideal energy dissipation component.

[0087] See Figure 3 shown, which is a perspective view of a rectangular steel plate damper. Using the same material as the present invention, under the condition of the same slenderness ratio and the same steel consumption, the same cyclic reciprocating load controlled by displacement is applied.

[0088] See Figure 6As shown in the figure, it is a comparison diagram of the hysteresis curves of the present invention and the rectangular steel plate damper under cyclic loading. Since the corrugated buckling-resistant shear energy dissipation plate 1 of the present invention contains a curved plate 3, the energy dissipation part of the pure shear straight plate 2 is smaller than that of the rectangular energy dissipation steel plate, and the ultimate bearing capacity is lower than that of the rectangular energy dissipation steel plate. However, once the rectangular energy dissipation steel plate undergoes out-of-plane buckling, the bearing capacity drops rapidly, and the failure load is reached when the loading displacement only reaches 27.64 mm. The failure load of the present invention is reached when the loading displacement reaches 36.60 mm. It can be seen that the rectangular steel plate damper fails prematurely compared with the present invention. At the same time, the hysteresis curve of the present invention is plump, the pinching phenomenon is small, and the bearing capacity drops slowly, having good ductility performance and energy dissipation capacity.

[0089] See Figure 7 As shown in the figure, it is a comparison diagram of the skeleton curves of the present invention and the rectangular steel plate damper. According to Article 4.5.4 of the "Code for Building Seismic Test Methods", the ductility coefficient of the present invention is calculated to be 13.22, and the ductility coefficient of the rectangular steel plate damper is 8.78. The ductility coefficient of the present invention is significantly greater than that of the rectangular steel plate damper, and the present invention has better ductility.

[0090] See Figure 8 As shown in the figure, it 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. After yielding, the equivalent viscous damping ratios of both the present invention and the rectangular steel plate damper are between 0.55 and 0.59. After the four corners of the rectangular energy dissipation steel plate enter the yield state, out-of-plane buckling begins to occur in the middle of the web, and the equivalent viscous damping ratio drops rapidly, resulting in a reduction in the energy dissipation capacity. After the four corners of the present invention enter the yield state, out-of-plane buckling does not occur in the middle of the web. Therefore, the equivalent viscous damping ratio drops slowly, showing good ductility and energy dissipation performance. See Figure 9 As shown in the figure, it is a comparison diagram of the cumulative total energy dissipation. It can be seen that the cumulative total energy dissipation of the present invention is significantly higher than that of the rectangular energy dissipation plate, and the cumulative total energy dissipation has increased by 19.49%, indicating that the energy dissipation performance of the present invention is better than that of the rectangular energy dissipation plate.

[0091] See Figure 10 As shown in the figure, it is a front view of the out-of-plane buckling deformation of the corrugated buckling-resistant shear energy dissipation plate 1 when the present invention is loaded to 36.60 mm, compared with Figure 11 As shown in the figure, the front view of the out-of-plane buckling deformation of the rectangular steel plate damper when it is loaded to 27.64 mm, the out-of-plane buckling degree of the present invention is smaller than that 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 prior to 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. See Figure 12As shown in the figure, it is the out-of-plane buckling degree of the present invention when the loading displacement reaches 27.64 mm. The out-of-plane buckling displacement of the corrugated buckling-resistant shear energy dissipating plate 1 is about 26.19 mm, and the reduction degree of out-of-plane buckling is 36.34%. It can be seen that the out-of-plane buckling degree of the present invention is significantly smaller than that of the rectangular steel plate damper, and there is no obvious out-of-plane buckling deformation in the middle of the web of the corrugated buckling-resistant shear energy dissipating plate 1 of the present invention.

[0092] In summary, it shows that the present invention can effectively prevent the out-of-plane buckling of the energy dissipating plate and is an excellent energy dissipating element.

[0093] The above is only the specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any changes or substitutions that can be easily thought of by those skilled in the art within the technical scope disclosed by the present invention should be covered by the protection scope of the present invention.

Claims

1. A buckling-restrained shear panel damper, characterized in that, It includes a corrugated buckling-resistant 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 corrugated buckling-resistant shear energy dissipation plate is vertically connected between the upper end plate and the lower end plate; the corrugated buckling-resistant shear energy dissipation plate is composed of three straight plates and two curved plates which are sequentially connected at intervals in the direction parallel to the upper and lower end plates; the three straight plates are respectively arranged at both ends and in the middle; the two curved plates are semi-circular arc segments, arranged on both sides of the middle straight plate segment, and the opening directions of the arcs are opposite; The design method of the buckling-resistant shear plate damper includes: Determine the elastic yield load according to the actual layout position and internal force condition of the damper Set the height-to-thickness ratio of the damper according to the actual layout position size h / t ; According to the elastic yield load Obtain the cross-sectional area of the damper A : wherein, f y is the material yield stress, b is the damper length, t is the thickness of the damper plate, α is the amplification factor; According to the principle of virtual work, calculate the elastic stiffness of the rectangular cross-section of the damper K : Obtain the elastic yield displacement of the rectangular cross-section steel plate of the damper : Among them, and are the bending and shear deformations under the action of unit load P respectively; E is the elastic modulus, is the Poisson's ratio, k is the correction coefficient for the uneven distribution of the cross-sectional shear stress; Multiply the elastic yield displacement by a reduction factor β to obtain the elastic yield displacement: Inspection Check whether the requirements for inter-story lateral displacement under earthquake are met. If not, reselect the slenderness ratio h / t , and recalculate the cross-sectional area until the requirements are met.

2. The buckling-restrained shear panel damper according to claim 1, wherein The curvature radii of the two semi-circular arc segments are the same.

3. The buckling-restrained shear panel damper according to claim 1, characterized in that, The width of the straight plate segment in the middle is half of the width of the straight plate segments at both ends.

4. The anti-buckling shear plate damper according to claim 1, characterized in that, The dimension ratio of the length of the straight plate section to the diameter of the curved plate is: straight a : curved b : straight c : curved b : straight a = 1:1:0.5:1:

1.

5. The buckling-restrained shear panel damper according to claim 1, characterized in that, The straight plates at both ends and in the middle of the corrugated buckling-resistant shear energy dissipation plate and the semi-circular arc curved plate segments adjacent to the straight plates are arranged symmetrically about the centroid of the middle straight plate segment, and the resultant shear force of the full cross-section passes through this centroid.

6. The anti-buckling shear plate damper according to claim 1, wherein The corrugated buckling-resistant shear energy dissipation plate is formed by cold processing of a whole straight steel plate, and the connection between the straight plate and the curved plate is transitioned by an arc.

7. The buckling-restrained shear panel damper according to claim 1, wherein, The corrugated buckling-resistant shear 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 by high-strength bolts.

8. The anti-buckling shear plate damper according to claim 1, wherein The upper end plate and the lower end plate are made of Q345 steel; the corrugated buckling-resistant shear energy dissipation plate is made of LY225 or Q235 steel.

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