Shear wall with damper

Abstract

The invention provides a shear wall with dampers, which comprises a first shear wall assembly, a second shear wall assembly and at least two dampers, the first shear wall assembly comprises a first shear wall body, and the second shear wall assembly comprises a second shear wall body. The first shear wall assembly and the second shear wall assembly are fixedly connected through a connecting assembly. The at least two dampers are arranged between the first shear wall body and the second shear wall body and distributed outside the two sides of the connecting assembly, the two ends of each damper are fixedly connected with the first end of the first shear wall body and the first end of the second shear wall body correspondingly, and each damper can elastically deform in the axial direction. The shear wall provided by the embodiment of the invention comprises the damper capable of generating the elastic deformation, the damper can absorb the acting force within a certain range, the energy dissipation capacity of the shear wall is greatly improved through the elastic deformation, brittle failure caused by stress concentration is avoided, and the post-earthquake recoverability of the shear wall is enhanced.

Description

Technical Field

[0001] The present application relates to the field of construction, and in particular to a shear wall with a damper. Background Art

[0002] Shear walls, also known as wind-resistant walls, earthquake-resistant walls, or structural walls, are used in buildings and structures to withstand horizontal loads caused by wind or earthquakes. They effectively prevent shear damage to the building structure. With the development of prefabricated building technology, prefabricated shear wall structures have emerged. Due to their advantages such as high industrialization, short construction periods, and minimal environmental pollution, prefabricated shear wall structures have become a core technology path for promoting the green and low-carbon transformation of the construction industry. Prefabricated shear wall structures are widely used in high-rise buildings in my country. Due to the high seismic resistance requirements in most regions of the country, prefabricated shear wall structures must possess good seismic performance. The horizontal seismic forces in a building structure are primarily generated by the mass of the floor slabs and the various functional loads they bear. These forces are then transmitted from the floor slabs to the shear walls, which collect the seismic shear forces transmitted from the floor slabs and transmit them to the lower levels. This horizontal shear force must be transferred through the joints between the upper and lower prefabricated shear walls. High horizontal shear forces in these joints can negatively impact their seismic performance.

[0003] A common dry connection form for prefabricated concrete shear walls is to embed metal plates within the prefabricated shear wall panels and connect two adjacent prefabricated shear wall panels through bolts or welding. When the connection nodes between the shear wall panels are subjected to high shear forces, the energy dissipation capacity of the connection nodes is poor, and stress concentration leads to a serious lack of ductility, resulting in a high risk of brittle failure of the prefabricated shear walls and poor post-earthquake recoverability.

[0004] For example, Chinese patent publication number CN209670131U discloses an assembled shear wall structure composed of a combination of steel plates and steel sections. In the assembly connection area, two oppositely arranged steel plate structures are used for connection and concrete is poured between the steel plate structures. However, this does not improve the energy dissipation capacity of the connection node. Therefore, the connection node still has problems such as high risk of brittle failure, poor energy dissipation capacity, and poor post-earthquake recoverability. Summary of the Invention

[0005] The shear wall with dampers provided in the embodiments of the present application solves the problems in the prior art of high risk of brittle failure of shear wall connection nodes, poor energy dissipation capacity, and poor post-earthquake recoverability.

[0006] An embodiment of the present application provides a shear wall with a damper, comprising: a first shear wall component, a second shear wall component and at least two dampers, wherein the first shear wall component comprises a first shear wall body, the second shear wall component comprises a second shear wall body, a connecting component is formed between the first shear wall component and the second shear wall component, and the first shear wall body and the second shear wall body are fixedly connected by the connecting component.

[0007] At least two dampers are arranged between the first shear wall body and the second shear wall body, and are distributed outside the two sides of the connecting assembly, and the two ends of each damper of the at least two dampers are respectively fixedly connected to the first end of the first shear wall body and the first end of the second shear wall body, and each damper can undergo elastic deformation in the axial direction; wherein, the first end of the first shear wall body and the first end of the second shear wall body are arranged opposite to each other.

[0008] In the shear wall with dampers provided in the embodiments of the present application, a connecting assembly is disposed between the first end of a first shear wall body and the first end of a second shear wall body, thereby achieving a rigid primary connection between the first and second shear wall bodies. The first shear wall body, the connecting assembly, and the second shear wall body are sequentially arranged along the height of the shear wall. The damper is connected between the first end of the first shear wall body and the first end of the second shear wall body. At least one damper is disposed on each side of the connecting assembly along the width of the shear wall, and the damper is spaced apart from the connecting assembly.

[0009] Specifically, when the shear wall is in a normal load state, the connection node between the first shear wall component and the second shear wall component, i.e., the connection component, bears the main shear force; when the shear wall is subjected to an earthquake, the connection component bears most of the force, and part of the force is transmitted to the damper. The damper dissipates energy by undergoing axial deformation, providing the shear wall with additional energy dissipation capacity and deformation capacity. Within a certain load range, the damper can use its own elasticity to restore deformation, providing the shear wall with a certain degree of recoverability.

[0010] Therefore, in the shear wall with dampers provided in the embodiments of the present application, when an earthquake causes relative interlayer displacement between the first and second shear wall bodies, the dampers undergo axial deformation under tension or compression, converting the seismic energy into heat energy dissipation, thereby reducing the shear force on the connecting components and reducing stress concentration at the shear wall connection nodes. The dampers can improve energy dissipation capacity, delay brittle failure of the connection nodes through axial deformation, and improve the ductility of the shear wall. The dampers are elastic and can maintain an elastic state within a certain force range, thereby improving the post-earthquake repairability of the shear wall.

[0011] In one possible embodiment, the damper includes a hollow bellows, with both ends of the bellows fixedly connected to the first end of the first shear wall body and the first end of the second shear wall body respectively; wherein the axial direction of the bellows is parallel to the axial direction of the damper.

[0012] By adopting the above scheme, the bellows elastically stretches or compresses in the axial direction under the action of tension / pressure, and the damper can undergo elastic deformation in the axial direction. As an additional energy dissipation path, it can reduce the shear force borne by the connection component, alleviate stress concentration in the node area, and delay the brittle failure of the node through controllable deformation.

[0013] In one possible embodiment, the bellows includes a first straight segment, a corrugated segment, and a second straight segment, which are sequentially connected along the axial direction. Opposite ends of the first and second straight segments are respectively connected to opposite ends of the corrugated segment. Ends of the first and second straight segments facing away from each other are respectively fixedly connected to the first end of the first shear wall body and the first end of the second shear wall body. The bellows is a metal bellows.

[0014] With the above solution, the first straight section and the second straight section of the bellows are used to provide a rigid support interface, and the bellows section realizes axial elastic expansion and contraction deformation through a multi-wave continuous pleat structure to form an energy-consuming unit.

[0015] In one possible embodiment, the corrugated section includes multiple peak sections and multiple trough sections, and the multiple peak sections and the multiple trough sections are alternately connected in sequence. Adjacent peak sections and trough sections are connected by connecting sections. Along the axial direction of the corrugated tube, the two outermost ends of the corrugated section are both peak sections, and are respectively connected to the first straight section and the second straight section.

[0016] With the above solution, when the bellows is subjected to external force, the corrugated section converts kinetic energy into heat energy through reciprocating deformation of the wave crest expanding (under tension) and the wave trough flattening (under compression), thereby improving the energy dissipation capacity of the damper.

[0017] In a possible implementation, the length of the first straight line segment and the second straight line segment is L, and L satisfies: 15 mm ≤ L ≤ 20 mm.

[0018] The inner diameter of the peak section is R1, the outer diameter of the trough section is R2, the wall thickness of the bellows is t, and the average curvature radius of the peak section and the trough section of the bellows is R m , then R1, R2, t and R m Satisfy: 8mm≤t≤10mm, 15mm≤R m ≤20mm.

[0019] By adopting the above solution, the overall mechanical properties of the bellows are effectively improved by limiting the parameter range of the bellows.

[0020] In a possible embodiment, the connecting assembly includes a first connecting component and a second connecting component, the first connecting component is connected to the first end of the first shear wall body, the second connecting component is connected to the first end of the second shear wall body, the first connecting component includes a first embedded anchor plate and a first box-shaped channel steel, the first embedded anchor plate is fixed to the first end of the first shear wall body, and the first box-shaped channel steel is fixedly connected to the side of the first embedded anchor plate away from the first shear wall body.

[0021] The second connecting component includes a second embedded anchor plate and a second box-shaped channel steel, the second embedded anchor plate is fixed to the first end of the second shear wall body, and the second box-shaped channel steel is fixedly connected to the side of the second embedded anchor plate away from the second shear wall body; wherein, the first box-shaped channel steel and the second box-shaped channel steel are interlocked and fixedly connected with each other, and a redundant gap is reserved between the inner bottom ends of the first box-shaped channel steel and the second box-shaped channel steel.

[0022] The two ends of the damper along the axial direction are respectively connected to the first embedded anchor plate and the second embedded anchor plate, so that one end of the damper is fixedly connected to the first end of the first shear wall body through the first embedded anchor plate, and the other end of the damper is fixedly connected to the first end of the second shear wall body through the second embedded anchor plate. The length of the damper along the axial direction is the same as the spacing between the first embedded anchor plate and the second embedded anchor plate.

[0023] By adopting the above scheme, the shear wall works together with the embedded anchor plates, box-type channel steels and dampers, so that the shear wall structure can achieve more suitable seismic performance in terms of coordination between bearing capacity and ductility, thereby ensuring the integrity and reliability of the shear wall structure.

[0024] In a possible implementation manner, both ends of the damper are fixedly connected to the first embedded anchor plate and the second embedded anchor plate respectively by welding and / or connecting pieces.

[0025] By adopting the above solution, the two ends of the damper are connected to the embedded anchor plate by welding and / or connectors, which simplifies the complexity of the connection of the prefabricated shear wall structure. The damper is a replaceable component. After the earthquake, only the damper needs to be replaced instead of destroying the main structure. By replacing the damper, the shear wall can achieve a recoverable function.

[0026] In a possible implementation manner, along the height direction of the shear wall, the projection of the damper is located within the projection of the first shear wall body.

[0027] By adopting the above solution, the axis of the damper coincides with the main force path of the shear wall, eliminating the additional eccentric bending moment and making the stress distribution uniform. This can reduce the risk of stress concentration at the connection between the embedded anchor plate and the damper, and can also prevent the damper from protruding from the first shear wall body, thereby ensuring the neat appearance of the shear wall.

[0028] In a possible implementation, the first shear wall body and the second shear wall body both include concrete shear walls, and a plurality of longitudinal steel bars and transverse steel bars are distributed in the concrete shear walls.

[0029] In a possible implementation, the dampers located on both sides of the connecting assembly are symmetrically arranged.

[0030] By adopting the above solution, the symmetrically arranged dampers can synchronously enter the energy dissipation state, evenly share the shear force of the connection components, effectively reduce the stress concentration at the nodes, ensure that the load is evenly distributed on the shear wall when the shear wall is subjected to force, and improve the structural stability and reliability of the shear wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 This is a schematic diagram of the three-dimensional structure of the shear wall according to an embodiment of the present application;

[0032] Figure 2 This is an exploded schematic diagram of the shear wall according to an embodiment of the present application;

[0033] Figure 3 This is a cross-sectional schematic diagram of the shear wall according to an embodiment of the present application;

[0034] Figure 4 A side view schematic diagram of a connection assembly of a shear wall according to an embodiment of the present application;

[0035] Figure 5 This is a schematic diagram of the three-dimensional structure of the connection assembly in the shear wall of an embodiment of the present application;

[0036] Figure 6 This is a front view schematic diagram of the shear wall according to an embodiment of the present application;

[0037] Figure 7 This is an enlarged schematic diagram of the connection components of the shear wall according to an embodiment of the present application;

[0038] Figure 8 This is a side view schematic diagram of the shear wall according to an embodiment of the present application;

[0039] Figure 9 This is a schematic diagram of the three-dimensional structure of the corrugated tube in the shear wall of an embodiment of the present application;

[0040] Figure 10 This is a cross-sectional schematic diagram of a corrugated tube in a shear wall according to an embodiment of the present application;

[0041] Figure 11 This is a graph showing the mechanical properties of bellows specimens with different inner diameters in the shear wall of the embodiment of the present application;

[0042] Figure 12 This is a graph showing the mechanical properties of corrugated pipe specimens with different wall thicknesses in the shear wall of the embodiment of the present application;

[0043] Figure 13 This is a graph showing the mechanical properties of bellows specimens with different average curvature radii in the shear wall of the embodiment of the present application;

[0044] Figure 14 A graph showing the mechanical properties of corrugated tube specimens with different straight section lengths in the shear wall of an embodiment of the present application;

[0045] Figure 15 This is a graph showing the mechanical properties of corrugated pipe specimens made of different materials in the shear wall of the embodiment of the present application;

[0046] Figure 16 This is a graph showing the mechanical properties of corrugated tube specimens with different wave numbers in the shear wall of an embodiment of the present application.

[0047] Description of reference numerals:

[0048] 100. Shear wall;

[0049] 1. First shear wall assembly; 11. First shear wall body; 110. First end; 12. First longitudinal reinforcement; 13. First transverse reinforcement;

[0050] 2. Second shear wall assembly; 21. Second shear wall body; 210. First end; 22. Second longitudinal reinforcement; 23. Second transverse reinforcement;

[0051] 3. Connecting assembly; 31. First connecting component; 311. First embedded anchor plate; 312. First box-shaped channel steel; 32. Second connecting component; 321. Second embedded anchor plate; 322. Second box-shaped channel steel; 33. Redundant gap; 34. Fastener;

[0052] 4. Damper; 41. Bellows; 42. First straight segment; 43. Second straight segment; 44. Corrugated segment; 45. Peak segment; 46. Valley segment; 47. Connecting segment;

[0053] X, the axial direction of the damper; A, the height direction of the shear wall; B, the width direction of the shear wall; C, the thickness direction of the shear wall. DETAILED DESCRIPTION

[0054] The following specific embodiments illustrate the implementation of the present application. Those skilled in the art can easily understand other advantages and effects of the present application from the contents disclosed in this specification. Although the description of the present application will be introduced in conjunction with some embodiments, this does not mean that the features of this application are limited to the implementation. On the contrary, the purpose of introducing the application in conjunction with the implementation is to cover other options or modifications that may be extended based on the claims of the present application. In order to provide an in-depth understanding of the present application, the following description will contain many specific details. The present application can also be implemented without using these details. In addition, in order to avoid confusion or blurring the focus of the present application, some specific details will be omitted in the description. It should be noted that the embodiments in the present application and the features in the embodiments can be combined with each other unless there is a conflict.

[0055] It should be noted that in this specification, similar reference numerals and letters denote similar items in the following drawings, and therefore, once an item is defined in one drawing, it does not need to be further defined or explained in subsequent drawings.

[0056] The following explains the terms that may appear in the embodiments of the present application.

[0057] Brittle failure: A form of failure in which the material does not undergo obvious plastic deformation (permanent deformation) before failure, failure occurs suddenly, and very little energy is absorbed.

[0058] Plastic deformation: The irreversible, permanent deformation of a material when subjected to an external force. When the applied stress exceeds the material's elastic limit (usually close to its yield strength), the material's internal atomic or molecular structure undergoes irreversible rearrangement or slippage, resulting in the material being unable to return to its original shape and size even after the external force is completely removed.

[0059] Yield strength: One of the core indicators of a material's mechanical properties, it refers to the lowest stress value at which the material begins to undergo significant plastic deformation (permanent deformation). It marks the critical point at which the material transitions from elastic deformation (recoverable) to plastic deformation (irrecoverable).

[0060] Hysteresis: The characteristic of a material or structure, during cyclic loading (e.g., repeated tension, compression, or vibration), where its load-deformation response curve forms a closed loop (hysteresis loop). This characteristic directly reflects the material or structure's ability to absorb and dissipate energy and its stiffness degradation under reciprocating loads. It is a core indicator for evaluating dynamic properties such as seismic resistance and fatigue resistance.

[0061] Ductility: A material's ability to undergo significant plastic deformation (permanent deformation) before fracture. It is a core indicator of a material's plastic properties. It measures the material's ability to absorb plastic deformation from initial yielding to final fracture under static load. The higher the ductility, the greater the amount of deformation before fracture.

[0062] Rigidity: The ability of an object to resist deformation (change in shape or volume).

[0063] As an industrially produced precast concrete wall panel structure, prefabricated shear walls have been widely used in various building types, including residential, public buildings, and commercial complexes, due to their advantages such as high standardization, less on-site wet work, short construction period, low environmental impact, and significant comprehensive economic benefits. Its typical construction process includes: factory-based design and production of precast components, transportation and on-site storage management of components, precise hoisting and positioning installation, core node connection construction (such as grouting sleeve connection, welding connection, bolt connection, post-cast concrete connection, etc.), and subsequent maintenance and quality acceptance. Among them, the horizontal node connection between precast shear wall panels (i.e., the connection at the vertical joint) is the key link for the entire structural system to achieve overall coordination and effectively transmit internal forces, which directly determines the integrity, bearing capacity, deformation capacity, and energy consumption performance of the structure.

[0064] However, in specific engineering practice and seismic performance research, it was found that the horizontal node connection method commonly used in existing prefabricated shear walls (especially in key areas subject to high shear forces, such as the bottom of the wall limb, edge member connections, and long-span wall panel joints) has the following significant technical limitations and performance defects:

[0065] The risk of brittle failure is high and the ductility is seriously insufficient. Under the action of high shear force (especially repeated high shear force generated by earthquake or strong wind load), the node connection area (such as the end of the grouting sleeve, the welding heat affected zone, and the local post-pouring area) is prone to high stress concentration.

[0066] Since the node connection area is prone to brittle failure, its hysteresis behavior under repeated loads (earthquakes) often shows an obvious "pinching" effect, that is, the hysteresis loop is narrow and the fullness is low. This means that the efficiency of the connection node itself in absorbing and dissipating seismic energy in the post-yield stage is extremely low. Energy is mainly dissipated in an uncontrollable manner through brittle failure of the material (such as crack development, local crushing, and steel bar fracture), rather than through the plastic yielding of steel to produce stable and sufficient plastic deformation to dissipate energy. The lack of node energy dissipation capacity directly leads to the total energy dissipation capacity of the entire prefabricated shear wall structure system being significantly lower than that of the cast-in-place shear wall structure under the same conditions. Under the action of strong earthquakes, the structure needs to rely on other non-energy-absorbing components or larger interlayer deformations to bear the energy input, which accelerates the damage accumulation and destruction process of the overall structure.

[0067] Once existing node connections (especially those prone to brittle failure) are damaged at the epicenter, the damage is often irreversible and hidden. For example, broken steel bars or crushed grouting materials inside grouting sleeve connections are difficult to detect and extremely difficult to repair (usually requiring concrete excavation and replacement of sleeves or steel bars); broken welded joints often require on-site re-welding, which makes quality difficult to guarantee, and thermal effects may further weaken component performance; shear slip or peeling damage in post-cast concrete areas requires breaking and re-pouring for repair, which is a complex process and affects the integrity of the structure. This difficulty in detection, repair, or high cost of repair, and difficulty in ensuring effectiveness means that prefabricated shear wall structures using existing node technology often face the fate of complete demolition or substantial reinforcement after moderate or above earthquakes, greatly weakening the potential advantages of prefabricated buildings in quickly restoring their functions and reducing social and economic losses after an earthquake.

[0068] To summarize, in specific embodiments, the core pain point of existing prefabricated shear wall structures lies in the performance defects of their horizontal node connections under high shear forces: the tendency to brittle failure leads to insufficient ductility and the risk of sudden failure; poor hysteresis performance leads to low energy consumption efficiency; and the irreversibility of the failure mode leads to poor post-earthquake recoverability.

[0069] In order to solve the above technical problems, an embodiment of the present application provides a shear wall with a damper. The structure arranges dampers at the connection nodes of adjacent shear wall bodies in the shear wall, and utilizes the elastic deformation capacity of the damper to actively dissipate seismic energy, thereby significantly improving the ductility performance and energy consumption efficiency of the connection nodes, thereby effectively suppressing the risk of brittle failure and enhancing the post-earthquake recoverability of the structure.

[0070] See also Figure 1 and Figure 2 , Figure 1 A schematic diagram of the three-dimensional structure of a shear wall according to an embodiment of the present application; Figure 2 This is an exploded schematic diagram of the shear wall according to an embodiment of the present application.

[0071] like Figure 1 and Figure 2 As shown, the shear wall 100 with a damper 4 includes a first shear wall component 1 and a second shear wall component 2, wherein the first shear wall component 1 includes a first shear wall body 11, and the second shear wall component 2 includes a second shear wall body 21. A connecting component 3 is formed between the first shear wall component 1 and the second shear wall component 2, and the first shear wall body 11 and the second shear wall body 21 are fixedly connected through the connecting component 3.

[0072] like Figure 1 and Figure 2As shown, in a possible embodiment, the first shear wall body 11 and the second shear wall body 21 both include a concrete shear wall 100 , and a plurality of longitudinal steel bars and transverse steel bars are distributed in the concrete shear wall 100 .

[0073] Further preferably, see Figure 1 as well as Figure 2 The shear wall 100 of the embodiment of the present application has a height direction, a width direction and a thickness direction. The first shear wall body 11 and the second shear wall body 21 both adopt a reinforced concrete structure, and a plurality of longitudinal steel bars and transverse steel bars are distributed in the shear wall 100. The longitudinal steel bars extend along the height direction A of the shear wall, and are the main force bars, bearing the tensile and compressive loads. The transverse steel bars are arranged along the width direction B of the shear wall to constrain the concrete and resist shear. Specifically, a plurality of first longitudinal steel bars 12 and a plurality of first transverse steel bars 13 are provided in the first shear wall body 11, and a plurality of second longitudinal steel bars 22 and a plurality of second transverse steel bars 23 are provided in the second shear wall body 21. The first shear wall body 11 and the second shear wall body 21 are also provided with a hidden column structure at both ends along the width direction B of the shear wall, and are internally configured with dense stirrups and large-diameter longitudinal bars to improve the bending resistance of the end portions.

[0074] For example, in this embodiment, the dimensions of the first shear wall body 11 and the second shear wall body 21 are 3040mm×1300mm×200mm, the cross-section of the concealed columns at both ends is 200mm×200mm, the longitudinal reinforcement in the concealed columns includes 4 steel bars with a diameter of 16mm, and also includes multiple stirrups with a diameter of 8mm and an interval of 150mm. In addition, the first longitudinal reinforcement 12 and the second longitudinal reinforcement 22 in the first shear wall body 11 and the second shear wall body 21 disclosed in this embodiment are both set to have a diameter of 10mm and a distribution interval of 180mm, and the first transverse reinforcement 13 and the second transverse reinforcement 23 are both set to have a diameter of 10mm and a distribution interval of 200mm. It should be noted that this application only provides one specific implementation method, and those skilled in the art can make arrangements and adjustments according to actual needs.

[0075] like Figure 1 and Figure 2As shown, along the height direction A of the shear wall, the opposite ends of the first shear wall body 11 and the second shear wall body 21 are the first end 110 of the first shear wall body 11 and the first end 210 of the second shear wall body 21, respectively. The connecting assembly 3 is disposed between the first end 110 of the first shear wall body 11 and the first end 210 of the second shear wall body 21 to achieve a rigid main connection between the first shear wall body 11 and the second shear wall body 21. The first shear wall assembly 1 and the second shear wall assembly 2 are disposed sequentially along the height direction A of the shear wall. Specifically, the first shear wall body 11, the connecting assembly 3, and the second shear wall body 21 are disposed sequentially along the height direction A of the shear wall. One end of the connecting assembly 3 along the height direction A of the shear wall is fixedly connected to the first end 110 of the first shear wall body 11, and the other end of the connecting assembly 3 along the height direction A of the shear wall is fixedly connected to the first end 210 of the second shear wall body 21. The connection assembly 3 and the first shear wall body 11 can be fixedly connected by welding, or by fasteners 34 or other connecting structures, and this embodiment does not limit this. Similarly, the connection assembly 3 and the second shear wall body 21 can be fixedly connected by welding, or by fasteners 34 or other connecting structures, and this embodiment does not limit this.

[0076] It should be noted that the embodiment of the present application does not limit the specific structure of the connecting component 3. Figure 2 As shown, in a possible embodiment, the connecting component 3 includes a first connecting component 31 and a second connecting component 32, the first connecting component 31 is connected to the first end 110 of the first shear wall body 11, and the second connecting component 32 is connected to the first end 210 of the second shear wall body 21, the first connecting component 31 includes a first embedded anchor plate 311 and a first box-shaped channel steel 312, the first embedded anchor plate 311 is fixed to the first end 110 of the first shear wall body 11, and the first box-shaped channel steel 312 is fixedly connected to the side of the first embedded anchor plate 311 away from the first shear wall body 11.

[0077] like Figure 2 As shown, the second connecting component 32 includes a second embedded anchor plate 321 and a second box-shaped channel steel 322. The second embedded anchor plate 321 is fixed to the first end 210 of the second shear wall body 21, and the second box-shaped channel steel 322 is fixedly connected to the side of the second embedded anchor plate 321 away from the second shear wall body 21; wherein, the first box-shaped channel steel 312 and the second box-shaped channel steel 322 are interlocked and fixedly connected to each other, and a redundant gap 33 is reserved between the inner bottom ends of the first box-shaped channel steel 312 and the second box-shaped channel steel 322.

[0078] like Figure 3As shown, the first and second pre-embedded anchor plates 311, 321 are preferably configured as metal plates, such as steel plates, and a portion of the pre-embedded anchor plates is pre-embedded within the shear wall body to ensure connection strength and stability. The first pre-embedded anchor plate 311 is pre-embedded and fixed to the first end 110 of the first shear wall body 11, and the first box-shaped channel steel 312 is vertically fixedly connected to the outer surface of the first pre-embedded anchor plate 311 (away from the shear wall 100). The second pre-embedded anchor plate 321 is pre-embedded and fixed to the first end 210 of the second shear wall body 21, and the second box-shaped channel steel is vertically fixedly connected to the outer surface of the second pre-embedded anchor plate 321 (away from the shear wall 100).

[0079] See further Figure 3 and Figure 4 The first box-shaped channel steel 312 and the second box-shaped channel steel 322 are interlocked and fixedly connected to form the connecting assembly 3, and a redundant gap 33 is reserved between the inner bottom ends of the connecting assembly 3. The nested assembly of the first connecting component 31 and the second connecting component 32 through the box-shaped structure improves installation convenience. The redundant gap 33 reserved between the inner bottom ends of the connecting assembly 3 can absorb tolerances and structural deformation, thereby enhancing the structural strength of the connecting assembly 3. The connection between the box-shaped channel steel and the embedded anchor plate can be welded or connected through other structures, which is not limited to this embodiment.

[0080] When the shear wall 100 is assembled and used as a whole, the redundant gap 33 can absorb the assembly error. When the box-type channel steel is deformed after the shear wall 100 body is subjected to external force, the redundant gap 33 can also absorb the deformed size, thereby ensuring the strength and stability of the entire shear wall 100.

[0081] In one possible implementation, see Figure 5 The box-shaped channel steel has a plurality of fastening holes arranged in an array, and the shear wall 100 further includes a plurality of fasteners 34. Each fastener 34 sequentially penetrates the corresponding fastening hole on the box-shaped channel steel to securely connect the box-shaped channel steel.

[0082] Specifically, in this embodiment, the configuration of the fastener 34 includes but is not limited to: Figure 5 In the manner shown, for example, the fastener 34 can be configured as a bolt, a rivet, etc. When configured as a bolt, it can also be configured as, for example, an internally threaded bolt, and when configured as a bolt, the fastening connection hole needs to be configured as a threaded hole. It should be further explained that the bolts used in this application are preferably internally threaded bolts because the threads of internally threaded bolts are concave. When part of the connection position of the internally threaded bolt is located in the internal space of the box-shaped channel steel, it is inconvenient to operate and the nut is not convenient to tighten and fix. Therefore, the use of internally threaded bolts allows for direct screw connection without the use of nuts.

[0083] More specifically, the array arrangement in this embodiment refers to, for example, 2 rows, 3 rows, 4 rows evenly distributed, or 2 columns, 3 columns, 4 columns evenly distributed, or n rows and n columns, or n rows and m columns, for example, 3 rows and 3 columns, 3 rows and 4 columns, etc. Those skilled in the art can design according to actual needs, and this embodiment does not make specific limitations on this.

[0084] Further preferably, two rows of fastening connection holes are evenly and spaced apart on the box-shaped channel steel, and two rows of fastening connection holes are also evenly and spaced apart in the box-shaped channel steel, and the two rows of fastening connection holes in the box-shaped channel steel are aligned one by one. Figure 5 In one implementation method disclosed in this embodiment, each row of fastening connection holes is evenly and spaced apart with 7 holes.

[0085] More preferably, the fastener 34 includes a threaded connector made of a memory metal, such as a titanium-nickel alloy, a copper-zinc alloy, or other memory metals. It should be noted that the fastener 34 may also be a rivet or other connecting member.

[0086] Specifically, in this embodiment, the aperture of each fastening connection hole in the box-shaped channel steel is consistent, the diameter of each fastener 34 is also the same, and the aperture size of the fastening connection hole is 1 to 2 mm larger than the diameter size of the fastener 34. The threaded connection part includes a screw and a nut. Each screw passes through the fastening connection hole on the box-shaped channel steel in turn, and then is fixedly connected by the nut.

[0087] The above-described technical solution, utilizing multiple fasteners 34 and multiple fastening holes for connection, offers the advantages of a stable connection structure and simple and convenient assembly. Furthermore, the fasteners 34 are made of memory metal, automatically adjusting the tightening degree of the bolts under specific conditions. Specifically, for example, when subjected to excessive force, a threaded connector made of memory metal may deform. However, when the force is removed, the threaded connector, influenced by the properties of the memory metal, can return to its original shape, thereby ensuring the connection strength and stability of the shear wall 100.

[0088] like Figure 6 and Figure 7As shown, the shear wall 100 also includes at least two dampers 4. The at least two dampers 4 are disposed between the first shear wall body 11 and the second shear wall body 21 and are distributed on both sides of the connection assembly 3 along the width direction B of the shear wall. The two ends of each of the at least two dampers 4 are respectively fixedly connected to the first end 110 of the first shear wall body 11 and the first end 210 of the second shear wall body 21, and each damper 4 can undergo elastic deformation in the axial direction. The first end 110 of the first shear wall body 11 and the first end 210 of the second shear wall body 21 are disposed opposite each other. The axial direction X of the damper is parallel to the height direction A of the shear wall.

[0089] In the shear wall 100 with dampers 4 provided in the embodiment of the present application, when an earthquake causes relative inter-layer displacement between the first shear wall body 11 and the second shear wall body 21, the dampers 4 are subjected to tension / compression and produce axial deformation, converting the seismic energy into heat energy for dissipation, thereby reducing the shear force borne by the connection assembly 3 and reducing the stress concentration at the connection nodes of the shear wall 100. The dampers 4 can enhance the energy dissipation capacity, delay the brittle failure of the connection nodes by axial deformation, and improve the ductility of the shear wall 100. The dampers 4 are elastic and can maintain an elastic state within a certain force range, thereby improving the post-earthquake repairability of the shear wall 100.

[0090] Combine Figure 6 and Figure 7 As shown, the two ends of the damper 4 along the axial direction are fixedly connected to the first embedded anchor plate 311 and the second embedded anchor plate 321 respectively, so that one end of the damper 4 is fixedly connected to the first end 110 of the first shear wall body 11 through the first embedded anchor plate 311, and the other end of the damper 4 is fixedly connected to the first end 210 of the second shear wall body 21 through the second embedded anchor plate 321. The length of the damper 4 along the axial direction is the same as the spacing between the first embedded anchor plate 311 and the second embedded anchor plate 321.

[0091] The damper 4's axial ends are connected to the first and second pre-embedded anchor plates 311, 321, respectively, forming a force transmission path independent of the box-shaped channel steel. When the damper 4 is positioned between the first and second pre-embedded anchor plates 311, 321 and is not subject to external forces, the damper 4 may experience slight or no deformation, although this is not a limitation in this embodiment.

[0092] Furthermore, when the shear wall 100 is subjected to excessive force, the box-shaped channel steel deforms and is absorbed by the redundant gap 33, while part of the force is transmitted to the dampers 4 on both sides. The dampers 4 preferentially disperse the stress through axial deformation and recover the deformation through their own elasticity after consuming energy.

[0093] Furthermore, when the shear wall 100 is in a normal load state, the box-shaped channel steel of the connecting assembly 3 bears the main shear force, the redundant gap 33 between the first box-shaped channel steel 312 and the second box-shaped channel steel 322 remains stable, and the damper 4 remains in a non-prestressed state and does not participate in the load-bearing. When the shear wall 100 is subjected to a strong earthquake and enters an overload state, the deformation of the box-shaped channel steel exceeds the capacity of the redundant gap 33, and the force is transmitted to the damper 4 through the embedded anchor plate. The damper 4 preferentially enters axial deformation. The damper 4 converts the impact kinetic energy into heat energy through its own elastic energy dissipation, providing the shear wall 100 with additional energy dissipation capacity and deformation capacity. Within a certain load range, the damper 4 can automatically reset itself using its own elastic deformation recovery ability to improve the recoverability of the shear wall 100.

[0094] Therefore, the shear wall 100 with damper 4 provided in the embodiment of the present application works together through the embedded anchor plate, box-type channel steel and damper 4, so that the shear wall 100 structure obtains more suitable seismic performance in the coordination of bearing capacity and ductility, thereby ensuring the structural integrity and reliability of the shear wall 100.

[0095] like Figure 6 and Figure 7 As shown, in a possible implementation manner, both ends of the damper 4 are respectively connected to the first embedded anchor plate 311 and the second embedded anchor plate 321 by welding and / or connecting pieces.

[0096] In a possible embodiment, the end of the damper 4 is directly welded to the exposed surface of the embedded anchor plate to form a permanent high-strength connection interface. The welding connection method is conducive to ensuring the connection reliability of the damper 4 under extreme loads.

[0097] In one possible embodiment, a detachable structure (such as high-strength bolts and pins) is used to connect the end of the damper 4 to the embedded anchor plate (not shown in the figure). This mechanical connection method allows the damper 4 to be disassembled and replaced without damage after the earthquake, thereby retaining the integrity of the main structure to the greatest extent. The damper 4 is a replaceable component. After the earthquake, only the damper 4 needs to be replaced instead of destroying the main structure. By replacing the damper 4, the shear wall 100 can achieve a recoverable function.

[0098] See Figure 7 In a possible embodiment, the dampers 4 located on both sides of the connecting component 3 are symmetrically arranged.

[0099] In a preferred embodiment, the dampers 4 distributed on both sides of the connecting component 3 are arranged in a mirror-symmetrical manner, with the vertical center line of the connecting component 3 as the axis of symmetry, and the axial projections of the dampers 4 on both sides coincide; the axis of each damper 4 remains parallel and equidistant from the main force path of the shear wall 100.

[0100] Specifically, along the height direction A of the shear wall, the damper 4 is connected between the first end 110 of the first shear wall body 11 and the first end 210 of the second shear wall body 21. In the present application, two, four, six, or other numbers of dampers 4 may be provided. For example, when two dampers 4 are provided, one damper 4 is provided on each side of the connection assembly 3 along the width direction B of the shear wall. When four dampers 4 are provided, two dampers 4 are provided on each side of the connection assembly 3 along the width direction B of the shear wall. Along the width direction B of the shear wall, the damper 4 is spaced apart from the connection assembly 3, i.e., there is a certain distance between the damper 4 and the connection assembly 3. The axial direction X of the damper is parallel to the height direction A of the shear wall. The damper 4 can undergo elastic deformation in the axial direction. As an additional energy dissipation path, the damper 4 preferentially undergoes controllable deformation under earthquake action, dissipating the energy borne by the shear wall 100.

[0101] By adopting the above scheme, the symmetrically arranged dampers 4 can synchronously enter the energy dissipation state, evenly share the shear force of the connection component 3, effectively reduce the stress concentration at the node, avoid the instability of the wall caused by asymmetric deformation, ensure that the load is evenly distributed on the shear wall 100 when the shear wall 100 is subjected to force, and improve the structural stability and reliability of the shear wall 100.

[0102] like Figure 8 As shown, in a possible embodiment, along the height direction A of the shear wall, the projection of the damper 4 is located within the projection of the first shear wall body 11 .

[0103] In a preferred embodiment, the projection of the damper 4 in the height direction A of the shear wall is completely contained within the projection boundary of the first shear wall body 11, that is, all the connection nodes of the damper 4 are located within the projection coverage of the first shear wall body 11, and the axis of the damper 4 coincides with the main force path of the shear wall 100, eliminating the additional eccentric bending moment and making the stress distribution uniform. It can reduce the risk of stress concentration at the connection between the embedded anchor plate and the damper 4, and can also avoid the damper 4 protruding from the first shear wall body 11. In actual application, the shear wall 100 is wrapped with wall panels or wall protective layers and other structures. The damper 4 can be inside the wall to ensure the neat appearance of the wall. It can also prevent the damper 4 from being exposed to environmental erosion, resulting in a decrease in durability, thereby improving the reliability of the wall.

[0104] By adopting the above solution, when the shear wall 100 is subjected to an action force, the longitudinal steel bars transfer the force acting on the shear wall 100 body to the embedded anchor plate, and then transfer it to the connection component 3 and the damper 4. The axial deformation of the damper 4 dissipates energy, thereby reducing the shear force peak received by the connection component 3 and enhancing the overall reliability of the shear wall 100.

[0105] The structures of the dampers 4 at different positions may be the same or different. The following describes the specific structure of the damper 4 and its positional relationship with other components using the structure of one damper 4 as an example. Those skilled in the art will appreciate that the structure of the damper 4 can be designed based on actual needs, and this embodiment does not impose any specific limitations thereto.

[0106] In one possible implementation, Figure 9 As shown, the damper 4 includes an internal hollow bellows 41, and the two ends of the bellows 41 are fixedly connected to the first end 110 of the first shear wall body 11 and the first end 210 of the second shear wall body 21 respectively; wherein, the axial direction of the bellows 41 is parallel to the axial direction X of the damper.

[0107] The damper 4 adopts an axial energy-absorbing bellows 41 structure. The bellows 41 is an integrally formed structure. The bellows 41 is a thin-walled cylindrical barrel structure. The wall of the bellows 41 has a periodic corrugated structure distributed axially. The interior of the bellows 41 forms a through hollow cavity. The structural setting of the bellows 41 can significantly reduce the axial stiffness of the bellows 41 and improve its deformation capacity.

[0108] Under the action of tension / compression, the bellows 41 elastically stretches or compresses axially, and the damper 4 can undergo elastic deformation in the axial direction. This serves as an additional energy dissipation path, reducing the shear force on the connection assembly 3, alleviating stress concentration in the node area, and delaying brittle failure of the node through controlled deformation. The structural configuration of the bellows 41 ensures that stress is evenly distributed along the wall of the bellows 41, reducing stress concentration. When the displacement of the damper 4 exceeds the yield threshold, the trough area of the bellows 41 undergoes directional plastic wrinkling, dissipating energy through structural yield, protecting the connection assembly 3, reducing plastic damage to the connection assembly 3, and suppressing the risk of brittle failure of the connection assembly 3.

[0109] like Figure 9 As shown, in a possible embodiment, the bellows 41 includes a first straight segment 42, a corrugated segment 44 and a second straight segment 43 which are connected in sequence along its axial direction, and the ends of the first straight segment 42 and the second straight segment 43 which are opposite to each other are respectively connected to the two ends of the corrugated segment 44, and the ends of the first straight segment 42 and the second straight segment 43 which are opposite to each other are respectively fixedly connected to the first end 110 of the first shear wall body 11 and the first end 210 of the second shear wall body 21.

[0110] Specifically, the first straight segment 42 and the second straight segment 43 extend in a straight line in the axial direction, while the corrugated segment 44 extends in a corrugated pattern in the axial direction. The first and second straight segments 42, 43 are located at the axial ends of the bellows 41, respectively. They provide rigid support for the bellows 41, while the corrugated segment 44 is designed to elastically deform. The bellows 41 utilizes a three-segment composite structure. By optimizing the segmented functions, this design achieves efficient coordination between axial deformation and end force transmission, effectively enhancing the energy dissipation capacity of the bellows 41.

[0111] With the above solution, the first straight segment 42 and the second straight segment 43 of the bellows 41 are used to provide a rigid support interface, and the corrugated segment 44 realizes axial elastic expansion and contraction deformation through a multi-wave continuous pleat structure to form an energy dissipation unit.

[0112] like Figure 9 and Figure 10 As shown, in a possible embodiment, the corrugated section 44 includes a plurality of peak sections 45 and a plurality of trough sections 46, and the plurality of peak sections 45 and the plurality of trough sections 46 are alternately connected in sequence, and adjacent peak sections 45 and trough sections 46 are connected by a connecting section 47. Along the axial direction of the corrugated tube 41, the two outermost ends of the corrugated section 44 are both peak sections 45, and are respectively connected to the first straight section 42 and the second straight section 43.

[0113] Specifically, combined Figure 9 and Figure 10 The peak section 45 is an arc-shaped structure that bulges outward radially along the bellows 41, while the trough section 46 is an arc-shaped structure that is concave radially inward along the bellows 41. The connecting section 47 is a straight transition section that connects the tangent points of adjacent peak sections 45 and trough sections 46. The peak sections 45 and trough sections 46 are arranged alternately along the axial direction, forming a periodic wave pattern. The outermost ends of the corrugated section 44 along the axial direction are both peak sections 45, which smoothly connect to the first straight section 42 and the second straight section 43, respectively.

[0114] When bellows 41 is subjected to external forces, the outermost peak section 45 connects to the straight section, leveraging the naturally high stiffness of the convex arc outer edge to ensure smooth force transfer at the ends and avoid stress distortion at the connection. Under seismic loads, the corrugated section 44 converts kinetic energy into heat through the reciprocating deformation of the peaks (tension) and troughs (compression). The straight transition design of the connecting section 47 constrains the deformation path and prevents asymmetric collapse caused by local instability.

[0115] The bellows 41 is a metal bellows 41. For example, the material of the metal bellows 41 can be LYP100 steel, LYP160 steel, Q235 steel or Q345 steel. The material of the bellows 41 can also be other metals, which is not limited in this embodiment.

[0116] like Figure 10 As shown, in a possible implementation manner, the length of the first straight segment 42 and the second straight segment 43 is L, and L satisfies: 15 mm ≤ L ≤ 20 mm.

[0117] like Figure 10 As shown, the inner diameter of the peak section 45 is R1, the outer diameter of the trough section 46 is R2, the wall thickness of the bellows 41 is t, and the average curvature radius of the peak section 45 and the trough section 46 of the bellows 41 is R m , then R1, R2, t and R m Satisfy: 8mm≤t≤10mm, 15mm≤R m ≤20mm.

[0118] The parameters that affect the mechanical properties of the bellows 41 mainly include the inner diameter, outer diameter, wave height, wave pitch, wave number, inner diameter of the wave crest, outer diameter of the wave trough, wall thickness, material strength grade, thickness-to-diameter ratio, and wave depth coefficient. However, these parameters are not independent. For example, the wave height and wave pitch are directly related to the inner diameter of the wave crest and the outer diameter of the wave trough, and the outer diameter is related to the wall thickness of the bellows 41 and the inner diameter of the wave crest and the outer diameter of the wave trough. In order to further verify the influence of the parameters of the damper 4 on the performance of the damper 4, the properties of the damper 4 are described in detail below in combination with the effect curve diagram generated by the experimental data. Those skilled in the art can design according to actual needs, and this embodiment does not make the sole limitation on this.

[0119] Combine Figure 11 Bellows 41 specimens (BM1, 80mm, BM2, 100mm, BM3, 120mm, and BM4, 140mm) were subjected to axial repeated tension and compression cyclic loading to simulate the hysteretic response under earthquake action. The effects of length variations on the performance of bellows 41 were evaluated by comparing the hysteresis curves with energy dissipation indicators.

[0120] Combine Figure 11 The horizontal axis represents the axial deformation of the bellows 41, reflecting its deformation capacity. The negative value of the horizontal axis represents the compression deformation of the bellows 41, and the positive value of the horizontal axis represents the tensile deformation of the bellows 41. The vertical axis represents the axial load borne by the bellows 41, reflecting its bearing capacity. The negative value of the vertical axis represents the pressure borne by the bellows 41, and the positive value of the vertical axis represents the tension borne by the bellows 41. Figure 11It can be seen that changes in the inner diameter of the bellows 41 have no effect on its ultimate displacement, and the stiffness and ultimate load of the bellows 41 increase with increasing inner diameter. Preferably, based on practical applications, assuming the inner diameter of the bellows 41 is D and the thickness of the first shear wall body 11 is H, where the thickness of the first shear wall body 11 is the length of the first shear wall body 11 in the thickness direction of the shear wall 100, then D and H satisfy the following relationship: D ≤ 1 / 2H. Those skilled in the art may design according to actual needs, and this embodiment does not impose a sole limitation on this.

[0121] Combine Figure 12 Bellows 41 specimens (BM5, BM2, BM6, and BM7) with wall thicknesses of 6 mm, 8 mm, 10 mm, and 12 mm, respectively, were subjected to axial repeated tension-compression cyclic loading to simulate the hysteretic response under earthquake action. The effects of varying wall thickness on the performance of the bellows 41 were evaluated by comparing the hysteresis curves with energy dissipation indicators.

[0122] Combine Figure 12 The horizontal axis represents the axial deformation of the bellows 41, reflecting its deformation capacity. Negative values on the horizontal axis represent the compressive deformation of the bellows 41, and positive values on the horizontal axis represent the tensile deformation of the bellows 41. The vertical axis represents the axial load borne by the bellows 41, reflecting its load-bearing capacity. Negative values on the vertical axis represent the pressure borne by the bellows 41, and positive values on the vertical axis represent the tensile force borne by the bellows 41. Figure 12 The turning point of the middle curve indicates that the bellows 41 reaches the elastic limit point and the bellows 41 begins to yield. Figure 12 This figure shows the effect of varying wall thickness on the performance of bellows 41. As wall thickness increases, the stiffness and ultimate load of bellows 41 significantly increase; however, the ultimate displacement of bellows 41 decreases with increasing wall thickness, indicating a decrease in the deformation energy dissipation capacity of bellows 41. Preferably, the value range of t satisfies the following: 8mm ≤ t ≤ 10mm, achieving the optimal balance between the deformation and load-bearing capacity of bellows 41.

[0123] By limiting the wall thickness range of the bellows 41, the fatigue resistance of the bellows 41 in repeated flexural deformation can be ensured, fatigue cracking of thin-walled tubes under repeated flexure can be suppressed, and the durability of the bellows 41 in high-frequency earthquakes can be guaranteed. The wall thickness constraint enables the bellows 41 to maintain mainly elastic deformation under the design earthquake, and controllable plastic deformation occurs after exceeding the expected displacement, thereby maintaining the integrity of the main structure.

[0124] Combine Figure 13BM2 bellows 41 specimens (BM2 bellows 41 specimens) with an average curvature radius of 15 mm in the crest section 45 and 20 mm in the trough section 46, respectively, BM8 bellows 41 specimens (BM8 bellows 41 specimens), BM9 bellows 41 specimens (BM9 bellows 41 specimens), BM10 bellows 41 specimens (BM10 ...

[0125] Combine Figure 13 The horizontal axis represents the axial deformation of the bellows 41, reflecting its deformation capacity. Negative values on the horizontal axis represent the compressive deformation of the bellows 41, and positive values on the horizontal axis represent the tensile deformation of the bellows 41. The vertical axis represents the axial load borne by the bellows 41, reflecting its load-bearing capacity. Negative values on the vertical axis represent the pressure borne by the bellows 41, and positive values on the vertical axis represent the tensile force borne by the bellows 41. Figure 13 The turning point of the middle curve indicates that the bellows 41 reaches the elastic limit point and the bellows 41 begins to yield. Figure 13 The effect of the average curvature radius on the performance of the bellows 41 is shown. When the average curvature radius increases, the ultimate displacement and ultimate load of the bellows 41 increase, that is, the load bearing capacity and deformation capacity of the bellows 41 increase, but the change is small. Preferably, according to actual application, the value range of L is selected to meet the following conditions: 15mm≤R m ≤20mm.

[0126] By limiting the range of the average curvature radius of the peak section 45 and the trough section 46 of the bellows 41, the stress peak caused by the small curvature radius can be suppressed, and the initiation of cracks under repeated bending can be prevented. It can also avoid excessive curvature that weakens the energy dissipation efficiency per unit deformation, and optimize the conversion efficiency of seismic energy into heat energy.

[0127] Combine Figure 14 BM2 bellows 41 specimens (with first straight segment 42 and second straight segment 43 lengths of 5 mm, 10 mm, 15 mm, and 20 mm, respectively) were subjected to axial repeated tension-compression cyclic loading to simulate the hysteretic response under earthquake action. By comparing the hysteresis curve morphology with energy dissipation indicators, the effect of length variation on the performance of bellows 41 was evaluated.

[0128] Combine Figure 14The horizontal axis represents the axial deformation of the bellows 41, reflecting its deformation capacity. Negative values on the horizontal axis represent the compressive deformation of the bellows 41, and positive values on the horizontal axis represent the tensile deformation of the bellows 41. The vertical axis represents the axial load borne by the bellows 41, reflecting its load-bearing capacity. Negative values on the vertical axis represent the pressure borne by the bellows 41, and positive values on the vertical axis represent the tensile force borne by the bellows 41. Figure 14 The turning point of the middle curve indicates that the bellows 41 reaches the elastic limit point and the bellows 41 begins to yield. Figure 14 The figure shows how the lengths of the first straight segment 42 and the second straight segment 43 affect the performance of the bellows 41. As the length L increases, the axial deformation capacity of the bellows 41 significantly increases, enhancing energy efficiency. However, the stiffness and ultimate load of the bellows 41 gradually decrease. Preferably, the value range of L satisfies the following: 15 mm ≤ L ≤ 20 mm, achieving the optimal balance between the deformation capacity and load-bearing capacity of the bellows 41.

[0129] By limiting the length range of the first straight segment 42 and the second straight segment 43, the overall deformation capacity of the bellows 41 can be ensured to improve energy consumption efficiency. At the same time, it can be ensured that the bellows 41 has a sufficient contact interface, and the reliability of the connection between the bellows 41 and the shear wall 100 body can be ensured, avoiding stress concentration at the end of the bellows 41 due to the excessive length of the first straight segment 42 and the second straight segment 43, or the risk of local yield due to excessive length.

[0130] Combine Figure 15 Metal bellows 41 specimens (BM14, 41 made of LYP100 steel, BM15, 41 made of LYP160 steel, BM16, 41 made of Q235 steel, and BM2, 41 made of Q345 steel) were subjected to axial repeated tension-compression cyclic loading to simulate the hysteretic response under earthquake action. The effects of material variations on the performance of metal bellows 41 were evaluated by comparing the hysteresis curve morphology and energy dissipation indicators.

[0131] Combine Figure 15 The horizontal axis represents the axial deformation of the bellows 41, reflecting its deformation capacity. Negative values on the horizontal axis represent the compressive deformation of the bellows 41, and positive values on the horizontal axis represent the tensile deformation of the bellows 41. The vertical axis represents the axial load borne by the bellows 41, reflecting its load-bearing capacity. Negative values on the vertical axis represent the pressure borne by the bellows 41, and positive values on the vertical axis represent the tensile force borne by the bellows 41. Figure 15 The turning point of the middle curve indicates that the bellows 41 reaches the elastic limit point and the bellows 41 begins to yield. Figure 15The effects of different material yield strengths on the performance of the metal bellows 41 are demonstrated. A higher material yield strength results in a correspondingly higher ultimate load and slightly higher ultimate displacement for the metal bellows 41, but the stiffness of the bellows 41 remains essentially unchanged. Preferably, a material with a higher yield strength is selected for the bellows 41, such as Q345 steel. Those skilled in the art may select a material based on actual needs, and this embodiment does not impose a single limitation thereto.

[0132] Combine Figure 16 The wave number of bellows 41 is also one of the parameters that affects its performance. This number refers to the number of wave peaks 45 on the bellows 41. Specimens 41 with wave numbers of 3 (BM17), 4 (BM18), 5 (BM19), and 6 (BM2) were subjected to axial repeated tension-compression cyclic loading to simulate the hysteretic response under earthquake action. By comparing the hysteresis curve morphology with energy dissipation indicators, the effect of length variation on the performance of the bellows 41 was evaluated.

[0133] Combine Figure 16 The horizontal axis represents the axial deformation of the bellows 41, reflecting its deformation capacity. Negative values on the horizontal axis represent the compressive deformation of the bellows 41, and positive values on the horizontal axis represent the tensile deformation of the bellows 41. The vertical axis represents the axial load borne by the bellows 41, reflecting its load-bearing capacity. Negative values on the vertical axis represent the pressure borne by the bellows 41, and positive values on the vertical axis represent the tensile force borne by the bellows 41. Figure 16 The turning point of the middle curve indicates that the bellows 41 reaches the elastic limit point and the bellows 41 begins to yield. Figure 16 The effect of changing the wave number on the performance of bellows 41 is shown. As the wave number increases, the rigidity and ultimate displacement of bellows 41 significantly increase, while the ultimate load of bellows 41 changes slightly. Preferably, the wave number of bellows 41 is selected to be 6. Those skilled in the art can design the bellows 41 based on actual needs, and this embodiment does not impose a single limitation on this.

[0134] To sum up, considering the performance of the bellows 41, it is recommended that when the average curvature radius of the bellows 41 is 15 mm, the wave number is 6; when the average curvature radius of the bellows 41 is 20 mm, the wave number is 5; when the average curvature radius of the bellows 41 is 25 mm, the wave number is 4; the selection of the wave number needs to consider the size of the average curvature radius of the bellows 41, and it is recommended to focus on the wave number. The bellows 41 with more wave numbers has better mechanical properties.

[0135] The above is an explanation of the implementation mode of the present application by specific specific embodiments. Those skilled in the art can easily understand other advantages and effects of the present application from the contents disclosed in this specification. Although the description of the present application will be introduced in conjunction with some embodiments, this does not mean that the features of this application are limited to the implementation mode. On the contrary, the purpose of introducing the application in conjunction with the implementation mode is to cover other options or modifications that may be extended based on the claims of the present application. In order to provide an in-depth understanding of the present application, the above description will contain many specific details. The present application can also be implemented without using these details. In addition, in order to avoid confusion or blurring the focus of the present application, some specific details will be omitted in the description. It should be noted that the embodiments in the present application and the features in the embodiments can be combined with each other unless there is a conflict.

[0136] It should be noted that in this specification, similar reference numerals and letters denote similar items in the following drawings, and therefore, once an item is defined in one drawing, it does not need to be further defined or explained in subsequent drawings.

[0137] In the description of this application, it should be noted that the terms "center", "up", "down", "left", "right", "vertical", "horizontal", "inside", "outside", "top", "bottom", etc., indicating the orientation or position relationship, are based on the orientation or position relationship shown in the accompanying drawings. They are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, they cannot be understood as limiting this application.

[0138] In addition, the terms “first” and “second” are used for descriptive purposes only and should not be understood as indicating or implying relative importance.

[0139] In the description of this application, it should be noted that, unless otherwise expressly specified or limited, the terms "installed," "installed," "connected," and "connected" should be understood in a broad sense. For example, they can refer to fixed connections, detachable connections, or integral connections; they can refer to mechanical connections or electrical connections; they can refer to direct connections or indirect connections through an intermediate medium; and they can refer to internal connections between two components. Those skilled in the art will understand the specific meanings of the above terms in this application based on the specific circumstances.

[0140] In the description of this application, it should be noted that the mutual perpendicularity in this application is not absolute perpendicularity, and the approximate perpendicularity due to processing errors and assembly errors (for example, the angle between two structural features is 89.9°) is also within the range of mutual perpendicularity in this application. The mutual parallelism in this application is also not absolute parallelism, and the approximate parallelism due to processing errors and assembly errors (for example, the angle between two structural features is 0.1°) is also within the range of mutual parallelism in this application. The axisymmetry in this application is not absolute axisymmetry, and the approximate axisymmetry due to processing errors and assembly errors (for example, part of the structure is offset by a certain distance or angle relative to the axis of symmetry) is also within the range of axisymmetry in this application. The central symmetry in this application is not absolute central symmetry, and the approximate central symmetry due to processing errors and assembly errors (for example, part of the structure is offset by a certain distance or angle relative to the axis of symmetry) is also within the range of central symmetry in this application. This application does not make specific restrictions on this.

[0141] Obviously, those skilled in the art may make various modifications and variations to this application without departing from the scope of this application. Thus, if these modifications and variations fall within the scope of the claims of this application and their equivalents, this application is intended to include these modifications and variations.

Claims

1. A shear wall with a damper, characterized in that: include: a first shear wall assembly, a second shear wall assembly, and at least two dampers, wherein the first shear wall assembly includes a first shear wall body, the second shear wall assembly includes a second shear wall body, a connecting assembly is formed between the first shear wall assembly and the second shear wall assembly, and the first shear wall body and the second shear wall body are fixedly connected via the connecting assembly; The at least two dampers are arranged between the first shear wall body and the second shear wall body, and are distributed outside the two sides of the connecting assembly, and the two ends of each of the at least two dampers are respectively fixedly connected to the first end of the first shear wall body and the first end of the second shear wall body, and each of the dampers can undergo elastic deformation in the axial direction; wherein, the first end of the first shear wall body and the first end of the second shear wall body are arranged opposite to each other.

2. The shear wall with dampers according to claim 1, wherein: The damper includes a hollow bellows, and both ends of the bellows are fixedly connected to the first end of the first shear wall body and the first end of the second shear wall body respectively; wherein the axial direction of the bellows is parallel to the axial direction of the damper.

3. The shear wall with dampers according to claim 2, wherein: The bellows comprises a first straight segment, a corrugated segment, and a second straight segment connected in sequence along its axial direction, wherein opposite ends of the first straight segment and the second straight segment are respectively connected to two ends of the corrugated segment, and opposite ends of the first straight segment and the second straight segment are respectively fixedly connected to the first end of the first shear wall body and the first end of the second shear wall body; The bellows is a metal bellows.

4. The shear wall with dampers according to claim 3, wherein: The corrugated section includes multiple peak sections and multiple trough sections, and the multiple peak sections and the multiple trough sections are alternately connected in sequence. Adjacent peak sections and trough sections are connected by connecting sections. Along the axial direction of the corrugated tube, the two outermost ends of the corrugated section are both peak sections, and are respectively connected to the first straight line segment and the second straight line segment.

5. The shear wall with dampers according to claim 4, characterized in that: The length of the first straight line segment and the second straight line segment is L, and L satisfies: 15 mm ≤ L ≤ 20 mm; The inner diameter of the crest section is R1, the outer diameter of the trough section is R2, the wall thickness of the corrugated tube is t, and the average curvature radius of the crest section and the trough section of the corrugated tube is R m , then R1, R2, t and R m Satisfy: 8mm≤t≤10mm, 15mm≤R m ≤20mm.

6. The shear wall with dampers according to claim 1, wherein: The connection assembly includes a first connection component and a second connection component, the first connection component is connected to the first end of the first shear wall body, the second connection component is connected to the first end of the second shear wall body, the first connection component includes a first embedded anchor plate and a first box-shaped channel steel, the first embedded anchor plate is fixed to the first end of the first shear wall body, and the first box-shaped channel steel is fixedly connected to a side of the first embedded anchor plate away from the first shear wall body; The second connecting member includes a second embedded anchor plate and a second box-shaped channel steel, wherein the second embedded anchor plate is fixed to the first end of the second shear wall body, and the second box-shaped channel steel is fixedly connected to the side of the second embedded anchor plate away from the second shear wall body; The first box-shaped channel steel and the second box-shaped channel steel are interlocked and fixedly connected to each other, and a redundant gap is reserved between the inner bottom ends of the first box-shaped channel steel and the second box-shaped channel steel; The two ends of the damper along the axial direction are respectively connected to the first embedded anchor plate and the second embedded anchor plate, so that one end of the damper is fixedly connected to the first end of the first shear wall body through the first embedded anchor plate, and the other end of the damper is fixedly connected to the first end of the second shear wall body through the second embedded anchor plate, and the length of the damper along the axial direction is the same as the spacing between the first embedded anchor plate and the second embedded anchor plate.

7. The shear wall with dampers according to claim 6, characterized in that: Both ends of the damper are fixedly connected to the first embedded anchor plate and the second embedded anchor plate respectively through welding and / or connecting pieces.

8. The shear wall with dampers according to any one of claims 1 to 7, characterized in that: Along the height direction of the shear wall, the projection of the damper is located within the projection of the first shear wall body.

9. The shear wall with dampers according to any one of claims 1 to 7, characterized in that: The first shear wall body and the second shear wall body both include concrete shear walls, and a plurality of longitudinal steel bars and transverse steel bars are distributed in the concrete shear walls.

10. The shear wall with dampers according to any one of claims 1 to 7, characterized in that: The dampers located on both sides of the connecting assembly are symmetrically arranged.

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