A fan-shaped damper assembly type beam-column joint and a method of using the same

Abstract

This invention provides a prefabricated beam-column joint with a fan-shaped damper and its application method, relating to the technical field of beam-column joint connections, limiting, and energy-dissipating vibration reduction in building components. The prefabricated beam-column joint with a fan-shaped damper and its application method includes a column mechanism. Multiple connecting bolts are provided on one side of the column mechanism. A crossbeam mechanism is fixedly mounted on the other side of the column mechanism via connecting bolts. A fan-shaped low-yield-point steel damper is fixedly connected to the column mechanism and the crossbeam mechanism via bolts. The fan-shaped low-yield-point steel damper includes a limiting steel shell, a beam connecting plate, a low-yield-point steel layer, and a column connecting plate. During installation, the prefabricated beam is hoisted onto the prefabricated column bracket, and the connecting bolts are sequentially passed through pre-drilled holes for fastening, eliminating the need for secondary pouring and complex docking processes. The fan-shaped low-yield-point steel damper is installed at the lower part of the joint for easy replacement and repair.

Description

Technical Field

[0001] This invention relates to the field of building component technology for beam-column joint connection, limiting, and energy dissipation and vibration reduction, specifically to a fan-shaped damper prefabricated beam-column joint and its application method. Background Technology

[0002] my country's construction industry is at a critical stage of transformation towards industrialization. However, the existing prefabricated concrete structure system has defects such as complex construction, insufficient integrity, and poor seismic resistance of traditional dry beam-column joints. As a result, prefabricated buildings are scrapped when they encounter destructive earthquakes due to damage to the core area of ​​the joints. The industry urgently needs new joint technologies that combine efficient construction with post-earthquake recovery.

[0003] Chinese invention patent CN109296075B discloses a high-deformation-capacity prefabricated frame structure beam-column connection node, belonging to the field of prefabricated buildings. The device includes prefabricated corbel columns and prefabricated beams, as well as connectors. The connectors are C-shaped and are used to engage with the outside of the corbel from top to bottom. One end of the prefabricated beam has an integrally formed connecting block. The corbel of the prefabricated corbel column has a connecting groove for receiving the connecting block. The bottom of the connecting block has a first positioning tooth, and the upper end face of the corbel has a second positioning tooth that mates with the first positioning tooth. The connectors, corbel, and prefabricated beam are fastened together with bolts. This damper conceals the bolts inside the prefabricated components, improving service life and avoiding the inconvenience of repair and replacement inherent in pre-embedded components. Positioning teeth facilitate on-site installation, improving overall seismic performance. However, this type of prefabricated beam-column joint has many components with high precision requirements, resulting in a complex and costly production process. Furthermore, the lack of effective production molds in existing technologies makes processing and construction inconvenient. Misalignment between positioning teeth and connecting parts can easily damage the positioning teeth, affecting the overall safety performance of the joint.

[0004] Therefore, this invention provides a prefabricated concrete beam-column joint with a fan-shaped low yield point steel damper, which can be reconstructed by replacing the bolts and the fan-shaped damper to form a reversible beam-column joint with repeated disassembly and assembly function. This overcomes the technical bottlenecks of uncontrollable construction quality, poor seismic performance and difficulty in post-earthquake repair of key nodes in prefabricated buildings, and provides a new path for post-earthquake structural repair or performance improvement of existing buildings. Summary of the Invention

[0005] To address the shortcomings of existing technologies, this invention provides a prefabricated beam-column joint with a fan-shaped damper and its application method, thereby solving the problems of complex construction, insufficient integrity, and inadequate post-earthquake recovery performance of existing prefabricated concrete beam-column joints.

[0006] To achieve the above objectives, the present invention is implemented through the following technical solution: a fan-shaped damper assembled beam-column node, including a column mechanism, a plurality of connecting bolts on one side of the column mechanism, a crossbeam mechanism fixedly installed on one side of the column mechanism by the connecting bolts, and a fan-shaped low yield point steel damper fixedly connected between the column mechanism and the crossbeam mechanism by bolts.

[0007] The sector-shaped low yield point steel damper includes a limiting steel shell, a beam connecting plate, a low yield point steel layer, and a column connecting plate.

[0008] Preferably, the column mechanism includes a precast column, which is a concrete column with corbels. The precast column has pre-drilled holes in its body. The beam mechanism includes a precast beam, which is a T-shaped concrete beam. The precast beam has holes in its flanges. A steel armhole plate is fixedly installed on the precast beam through the holes. The precast beam is placed on the corbels of the precast column. The connecting bolts pass through the precast column and the precast beam in sequence to connect and fix them.

[0009] Preferably, the low yield point steel layer is made of one of the new low yield point seismic alloy steels LY160 and LY225, with an actual yield strength of 140-240MPa and a tensile strength of 200-400MPa. The low yield point steel layer has three X-shaped weakening windows in the middle, and X-shaped rubber is embedded and fixed inside each of the three X-shaped weakening windows. The three X-shaped weakening windows are evenly distributed and point towards the center of the fan. The low yield point steel layer is welded and fixed to the beam connection plate and the column connection plate.

[0010] Preferably, the limiting steel shell includes a lower limiting steel shell, a right limiting steel shell, an upper limiting steel shell, and a left limiting steel shell. The limiting steel shell has an 80° fan shape. The limiting steel shell is made by stacking the lower limiting steel shell, the right limiting steel shell, the upper limiting steel shell, and the left limiting steel shell. One end of the limiting steel shell is welded and fixed to the column connecting plate.

[0011] Preferably, the beam connecting plate and column connecting plate are made of high-strength steel plate with a thickness of 6mm-10mm.

[0012] Preferably, the X-type rubber is made of nitrile rubber with a Shore hardness of 50A-70A.

[0013] Preferably, the limiting steel shell has a yield strength of not less than 300 MPa, a tensile strength of not less than 400 MPa, and a wall thickness of 10 mm to 20 mm.

[0014] Preferably, a column bearing plate is fixedly installed on one side of the precast column, and a beam bearing plate is fixedly installed on one side of the precast beam.

[0015] A method for using a fan-shaped damper in a prefabricated beam-column joint includes the following steps:

[0016] S1. Positioning and preliminary assembly of main beam and column components

[0017] The precast column is installed in place with its corbel facing upwards to provide a vertical support surface. The precast beam is hoisted onto the corbel of the precast column, and the corbel bears the vertical load and achieves gravity self-stabilization. At the same time, the steel haunch plate is fixed in the flange hole of the precast beam to enhance the stiffness of the core area of ​​the node and evenly transfer the bending moment to the side of the column.

[0018] S2. Beam-column bolted reinforcement connection

[0019] The connecting bolts pass through the reserved holes in the precast beam, steel haunch plate and precast column body in sequence, and the pre-tightening force is applied by the torque wrench to form a friction connection, ensuring the integrity and pull-out resistance during normal use.

[0020] S3. Pressure plate installation

[0021] The column bearing plate is fixedly installed on one side of the precast column, and the beam bearing plate is fixedly installed on one side of the precast beam to improve the bearing capacity between the beam and the column.

[0022] S4. Modular installation of sector-shaped low-yield-point steel dampers

[0023] The fan-shaped low yield point steel damper is hoisted into place as a whole, and its column connection plate is fixedly connected to the column mechanism by connecting bolts, and its beam connection plate is fixedly connected to the beam mechanism by connecting bolts. The lower end of the limiting steel shell is fixed to the column connection plate, and the upper end of the low yield point steel layer is fixed to the beam connection plate and the lower end is fixed to the column connection plate, realizing the modular and replaceable design of the damper.

[0024] S5. Installation accuracy confirmation

[0025] Check and confirm that a 3-5mm gap is reserved between the limiting steel shell and the low yield point steel layer to allow space for the deformation energy dissipation of the low yield point steel layer, and confirm that the included angle between the beam connection plate and the column connection plate after installation is 90°.

[0026] S6. Vibration damping and energy dissipation operation

[0027] When vibration occurs, the low yield point steel layer undergoes synergistic deformation. By utilizing the friction between the X-shaped rubber embedded in its X-shaped weakening window and the inner wall of the limiting steel shell, as well as the shear deformation of the rubber itself, the vibration energy is dissipated in a synergistic manner, significantly enhancing the overall energy dissipation capacity of the damper.

[0028] This invention provides a prefabricated beam-column joint with a sector-shaped damper and its application method. It offers the following advantages:

[0029] 1. This invention provides a prefabricated beam-column joint with a sector-shaped damper and its application method. It features a simple and reliable connection method, low production cost, and strong deformation and energy dissipation capabilities. During installation, the prefabricated beam is hoisted onto the prefabricated column bracket, and the connecting bolts are sequentially passed through pre-drilled holes for fastening, eliminating the need for secondary pouring and complex docking processes. The sector-shaped low-yield-point steel damper is installed at the bottom of the joint for easy replacement and repair. During an earthquake, the connecting bolts and the sector-shaped low-yield-point steel damper undergo angular displacement. The rubber block and sector-shaped soft steel layer in the damper deform collaboratively and rub against the inner wall of the high-strength steel outer shell, dissipating seismic energy and achieving the purpose of vibration reduction in the building structure. The alloy soft steel used in the damper has advantages such as low yield point, high ductility, fatigue aging resistance, high and low temperature resistance, and corrosion resistance, exhibiting excellent vibration reduction and energy dissipation performance even in coastal areas and regions with large temperature differences between winter and summer. Attached Figure Description

[0030] Figure 1 This is a schematic diagram of the overall structure of the present invention. Figure 1 ;

[0031] Figure 2 This is a schematic diagram of the overall structure of the present invention. Figure 2 ;

[0032] Figure 3 This is a schematic diagram of the overall structure of the present invention. Figure 3 ;

[0033] Figure 4 This is a schematic diagram of the column mechanism of the present invention. Figure 1 ;

[0034] Figure 5 This is a schematic diagram of the column mechanism of the present invention. Figure 2 ;

[0035] Figure 6 This is a schematic diagram of the beam mechanism of the present invention. Figure 1 ;

[0036] Figure 7 This is a schematic diagram of the beam mechanism of the present invention. Figure 2 ;

[0037] Figure 8 This is a schematic diagram of the structure of the sector-shaped low yield point steel damper of the present invention;

[0038] Figure 9 This is a schematic diagram of the low yield point steel layer of the present invention. Figure 1 ;

[0039] Figure 10 This is a schematic diagram of the low yield point steel layer of the present invention. Figure 2 .

[0040] Among them, 1. Column mechanism; 2. Beam mechanism; 3. Fan-shaped low yield point steel damper; 4. Connecting bolts; 101. Precast column; 102. Column bearing plate; 201. Precast beam; 202. Steel haunch plate; 203. Beam bearing plate; 301. Limiting steel shell; 30101. Lower limiting steel shell; 30102. Right limiting steel shell; 30103. Upper limiting steel shell; 30104. Left limiting steel shell; 302. Beam connecting plate; 303. X-type rubber; 304. Low yield point steel layer; 305. Column connecting plate. Detailed Implementation

[0041] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0042] Example 1

[0043] like Figures 1-9 As shown, this embodiment of the invention provides a fan-shaped damper assembled beam-column node, including a column mechanism 1, a plurality of connecting bolts 4 on one side of the column mechanism 1, a crossbeam mechanism 2 fixedly installed on one side of the column mechanism 1 by the connecting bolts 4, and a fan-shaped low yield point steel damper 3 fixedly connected between the column mechanism 1 and the crossbeam mechanism 2 by bolts.

[0044] Specifically, the column mechanism 1 and the beam mechanism 2 provide support for the entire node. The fan-shaped low yield point steel damper 3 enables the buffering and shock absorption function of the node during use. The column mechanism 1 and the beam mechanism 2 can be combined and installed by the connecting bolts 4.

[0045] The column mechanism 1 includes a precast column 101, which is a concrete column with a corbel. The precast column 101 has pre-drilled holes in its body. The beam mechanism 2 includes a precast beam 201, which is a T-shaped concrete beam. The flange of the precast beam 201 has holes. A steel armhole plate 202 is fixedly installed on the precast beam 201 through the holes. The precast beam 201 is placed on the corbel of the precast column 101. Connecting bolts 4 pass through the precast column 101 and the precast beam 201 in sequence to connect and fix them. A column bearing plate 102 is fixedly installed on one side of the precast column 101, and a beam bearing plate 203 is fixedly installed on one side of the precast beam 201.

[0046] Specifically, the precast column 101 provides a vertical support surface for the precast beam 201 and bears the vertical load through the corbel. The precast beam 201 adopts a T-shaped section, and its flange holes are used to fix the steel haunch plate 202 to enhance the stiffness of the core area of ​​the node and uniformly transfer the bending moment to the column side. During installation, the precast beam 201 is first placed on the corbel to achieve gravity self-stabilization. The connecting bolts 4 pass through the reserved holes of the precast beam 201, the steel haunch plate 202 and the precast column 101 in sequence. The pre-tightening force is applied by the torque wrench to form a friction connection, ensuring the integrity and pull-out resistance during normal use. The column bearing plate 102 and the beam bearing plate 203 can improve the bearing capacity between the beam and the column.

[0047] The low yield point steel layer 304 is made of one of the new low yield point seismic alloy steels LY160 and LY225, with an actual yield strength of 140-240MPa and a tensile strength of 200-400MPa. Three X-shaped weakening windows are opened in the middle of the low yield point steel layer 304, and X-shaped rubber 303 is embedded and fixed inside each of the three X-shaped weakening windows. The three X-shaped weakening windows are evenly distributed and point towards the center of the fan. The low yield point steel layer 304 is welded and fixed to the beam connection plate 302 and the column connection plate 305. The beam connection plate 302 and the column connection plate 305 are made of high-strength steel plates with a thickness of 6mm-10mm. The X-shaped rubber 303 is made of nitrile rubber with a Shore hardness of 50A-70A.

[0048] Specifically, the sector-shaped low-yield-point steel damper 3 adopts new low-yield-point seismic-resistant alloy steels LY160 and LY225. LY160 and LY225 have advantages such as low yield point, high ductility, fatigue aging resistance, high and low temperature resistance, and corrosion resistance. They also have excellent vibration reduction and energy dissipation performance in coastal areas and areas with large temperature differences between winter and summer. They are widely used in the seismic performance upgrade of buildings, bridges, and energy fields. The sector-shaped low-yield-point steel layer 304 has an X-shaped weakening window in the middle. The three X-shaped weakening windows are evenly distributed and point towards the center of the sector, with central angles of 22.5 degrees. At 45° and 67.5°, when vibration occurs, the damper deforms in conjunction with the low yield point steel layer 304. It utilizes the friction between the X-shaped rubber 303 and the inner wall of the limiting steel shell 301, as well as the shear deformation of the rubber itself, to dissipate vibration energy in a coordinated manner, significantly enhancing the overall energy dissipation capacity of the damper. The beam connection plate 302 and the column connection plate 305 are made of high-strength steel plates. One end is fixed to the low yield point steel layer by welding to form an integral whole, and the other end is connected to the beam and column by bolts. This ensures that the external force is evenly transmitted to the fan-shaped low yield point steel layer and realizes the modular and replaceable design of the damper.

[0049] The limiting steel shell 301 includes a lower limiting steel shell 30101, a right limiting steel shell 30102, an upper limiting steel shell 30103, and a left limiting steel shell 30104. The limiting steel shell 301 has an 80° fan shape. The limiting steel shell 301 is made by stacking the lower limiting steel shell 30101, the right limiting steel shell 30102, the upper limiting steel shell 30103, and the left limiting steel shell 30104. One end of the limiting steel shell 301 is welded and fixed to the column connecting plate 305. The yield strength of the limiting steel shell 301 is not less than 300 MPa, the tensile strength is not less than 400 MPa, and the wall thickness of the limiting steel shell 301 is 10 mm to 20 mm.

[0050] Specifically, the limiting steel shell 301 is made of four parts stacked together: the lower limiting steel shell 30101, the right limiting steel shell 30102, the upper limiting steel shell 30103, and the left limiting steel shell 30104. It presents an 80° fan shape and is arranged with the low yield point steel layer 304 at the same center, forming a spatial constraint frame that is symmetrical in both directions, ensuring that the deformation of the low yield point steel layer in any direction is uniformly restricted.

[0051] The limiting steel shells 301 are symmetrical in pairs, both vertically and horizontally. The left limiting steel shell 30104 and the right limiting steel shell 30102 are concentric with the low yield point steel layer 304, with a central angle of 80°. A 3-5mm gap is reserved between the limiting steel shells 301 and the low yield point steel layer 304 to allow for energy dissipation due to deformation of the low yield point steel layer 304. The lower end of the limiting steel shell 301 is fixed to the column connecting plate 305, and the upper end of the low yield point steel layer 304 is fixed to the beam connecting plate 302, while the lower end is fixed to the column connecting plate 305. The included angle between the two connecting plates after installation is 90°. It should be noted that for both the limiting steel shell 301 and the low yield point steel layer 304, the end closer to the beam is considered the upper end.

[0052] Example 2

[0053] like Figure 10 As shown, the low yield point steel layer 304 of the fan-shaped low yield point steel damper 3 used in this embodiment has two X-shaped weakening windows. The difference is that the low yield point steel layer 304 with two X-shaped weakening windows has central angles of 30° and 60° respectively. The other structural components are the same as those in Embodiment 1.

[0054] Example 3

[0055] A method for using a fan-shaped damper in a prefabricated beam-column joint includes the following steps:

[0056] S1. Positioning and preliminary assembly of main beam and column components

[0057] The precast column 101 is installed in place with its corbel facing upwards to provide a vertical support surface. The precast beam 201 is hoisted onto the corbel of the precast column 101. The corbel bears the vertical load and achieves gravity self-stabilization. At the same time, the steel haunch plate 202 is fixedly installed in the flange hole of the precast beam 201 to enhance the stiffness of the core area of ​​the node and uniformly transfer the bending moment to the side of the column.

[0058] S2. Beam-column bolted reinforcement connection

[0059] The connecting bolts 4 pass through the reserved holes in the precast beam 201, the steel haunch plate 202 and the precast column 101 in sequence. The pre-tightening force is applied by the torque wrench to form a friction connection, ensuring the integrity and pull-out resistance during normal use.

[0060] S3. Pressure plate installation

[0061] The column bearing plate 102 is fixedly installed on one side of the precast column 101, and the beam bearing plate 203 is fixedly installed on one side of the precast beam 201 to improve the bearing capacity between the beam and the column.

[0062] S4. Modular installation of sector-shaped low-yield-point steel dampers

[0063] The fan-shaped low yield point steel damper 3 is hoisted into place as a whole, and its column connection plate 305 is fixedly connected to the column mechanism 1 by the connecting bolts 4. The beam connection plate 302 is fixedly connected to the beam mechanism 2 by the connecting bolts 4. The lower end of the limiting steel shell 301 is fixed to the column connection plate 305, and the upper end of the low yield point steel layer 304 is fixed to the beam connection plate 302 and the lower end is fixed to the column connection plate 305, realizing the modular and replaceable design of the damper.

[0064] S5. Installation accuracy confirmation

[0065] The inspection confirmed that a 3-5mm gap was reserved between the limiting steel shell 301 and the low yield point steel layer 304 to allow space for the deformation energy dissipation of the low yield point steel layer 304, and confirmed that the included angle between the beam connection plate 302 and the column connection plate 305 after installation was 90°.

[0066] S6. Vibration damping and energy dissipation operation

[0067] When vibration occurs, the low yield point steel layer 304 undergoes synergistic deformation. By utilizing the friction between the X-shaped rubber 303 embedded in its X-shaped weakening window and the inner wall of the limiting steel shell 301, as well as the shear deformation of the rubber itself, the vibration energy is dissipated in a synergistic manner, significantly enhancing the overall energy dissipation capacity of the damper.

[0068] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A fan-shaped damper assembled beam-column joint, comprising a column mechanism (1), characterized in that: The column mechanism (1) is provided with multiple connecting bolts (4) on one side, and a crossbeam mechanism (2) is fixedly provided on one side of the column mechanism (1) by the connecting bolts (4). A fan-shaped low yield point steel damper (3) is fixedly connected between the column mechanism (1) and the crossbeam mechanism (2) by bolts. The sector-shaped low yield point steel damper (3) includes a limiting steel shell (301), a beam connecting plate (302), a low yield point steel layer (304), and a column connecting plate (305).

2. The assembled beam-column joint with a sector-shaped damper according to claim 1, characterized in that: The column mechanism (1) includes a precast column (101), which is a concrete column with a corbel. The precast column (101) has a pre-drilled hole in its body. The beam mechanism (2) includes a precast beam (201), which is a T-shaped concrete beam. The precast beam (201) has a hole in its flange. The precast beam (201) is fixed with a steel armhole plate (202) through the hole. The precast beam (201) is placed on the corbel of the precast column (101). The connecting bolts (4) pass through the precast column (101) and the precast beam (201) in sequence to connect and fix them.

3. The assembled beam-column joint with a sector-shaped damper according to claim 1, characterized in that: The low yield point steel layer (304) is made of one of the new low yield point seismic alloy steels LY160 and LY225, with an actual yield strength of 140-240MPa and a tensile strength of 200-400MPa. The low yield point steel layer (304) has three X-shaped weakening windows in the middle, and X-shaped rubber (303) is embedded and fixed inside each of the three X-shaped weakening windows. The three X-shaped weakening windows are evenly distributed and point towards the center of the fan. The low yield point steel layer (304) is welded and fixed to the beam connecting plate (302) and the column connecting plate (305).

4. The assembled beam-column joint with a sector-shaped damper according to claim 1, characterized in that: The limiting steel shell (301) includes a lower limiting steel shell (30101), a right limiting steel shell (30102), an upper limiting steel shell (30103), and a left limiting steel shell (30104). The limiting steel shell (301) has an 80° fan shape. The limiting steel shell (301) is made by stacking the lower limiting steel shell (30101), the right limiting steel shell (30102), the upper limiting steel shell (30103), and the left limiting steel shell (30104). One end of the limiting steel shell (301) is welded and fixed to the column connecting plate (305).

5. The assembled beam-column joint with a sector-shaped damper according to claim 1, characterized in that: The beam connecting plate (302) and column connecting plate (305) are made of high-strength steel plate with a thickness of 6mm-10mm.

6. The assembled beam-column joint with a sector-shaped damper according to claim 3, characterized in that: The X-type rubber (303) is made of nitrile rubber with a Shore hardness of 50A-70A.

7. The assembled beam-column joint with a sector-shaped damper according to claim 1, characterized in that: The limiting steel shell (301) has a yield strength of not less than 300 MPa and a tensile strength of not less than 400 MPa, and the wall thickness of the limiting steel shell (301) is 10 mm to 20 mm.

8. A prefabricated beam-column joint with a sector-shaped damper according to claim 2, characterized in that: A column bearing plate (102) is fixedly installed on one side of the precast column (101), and a beam bearing plate (203) is fixedly installed on one side of the precast beam (201).

9. A method for using a prefabricated beam-column joint with a fan-shaped damper, characterized in that, Specifically, the following steps are included: S1. Positioning and preliminary assembly of main beam and column components The precast column (101) is installed in place with its corbel facing upward to provide a vertical support surface. The precast beam (201) is hoisted onto the corbel of the precast column (101). The corbel bears the vertical load and achieves gravity self-stabilization. At the same time, the steel haunch plate (202) is fixedly installed in the flange hole of the precast beam (201) to enhance the stiffness of the core area of ​​the node and uniformly transfer the bending moment to the side of the column. S2. Beam-column bolted reinforcement connection The connecting bolts (4) pass through the reserved holes of the precast beam (201), the steel haunch plate (202) and the precast column (101) in sequence. The pre-tightening force is applied by the torque wrench to form a friction connection, ensuring the integrity and pull-out resistance during normal use. S3. Pressure plate installation The column bearing plate (102) is fixedly installed on one side of the precast column (101), and the beam bearing plate (203) is fixedly installed on one side of the precast beam (201) to improve the bearing capacity between the beam and the column; S4. Modular installation of sector-shaped low-yield-point steel dampers The fan-shaped low yield point steel damper (3) is hoisted into place as a whole, and its column connecting plate (305) is fixedly connected to the column mechanism (1) by connecting bolts (4), and the beam connecting plate (302) is fixedly connected to the beam mechanism (2) by connecting bolts (4). The lower end of the limiting steel shell (301) is fixed to the column connecting plate (305), and the upper end of the low yield point steel layer (304) is fixed to the beam connecting plate (302) and the lower end is fixed to the column connecting plate (305), so as to realize the modular and replaceable design of the damper. S5. Installation accuracy confirmation Check and confirm that there is a 3-5mm gap between the limiting steel shell (301) and the low yield point steel layer (304) to reserve space for the deformation energy consumption of the low yield point steel layer (304), and confirm that the included angle between the beam connection plate (302) and the column connection plate (305) after installation is 90°. S6. Vibration damping and energy dissipation operation When vibration occurs, the low yield point steel layer (304) undergoes synergistic deformation. By utilizing the friction between the X-shaped rubber (303) embedded in its X-shaped weakening window and the inner wall of the limiting steel shell (301) and the shear deformation of the rubber itself, the vibration energy is dissipated in a synergistic manner, significantly enhancing the overall energy dissipation capacity of the damper.

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