An assembled self-centering viscoelastic seismic resilience improvement system and method

Abstract

The present invention discloses an assembled self-centering viscoelastic seismic toughness improvement system and method, which includes an outer steel plate assembly, a viscoelastic damper, a diagonal bracing steel plate and three SMA self-centering dampers; the viscoelastic damper is connected to a beam or a column through the outer steel plate assembly, and both ends of the SMA self-centering damper are hinged to the viscoelastic damper and the joint steel plate respectively; during minor earthquakes, the SMA self-centering damper and the viscoelastic damper jointly deform to dissipate energy and reduce vibration; during major earthquakes, the SMA self-centering damper reaches its limit value, and mainly relies on the shear deformation of the viscoelastic damper to dissipate energy and reduce vibration; the SMA material in the composite damper gives the device a certain self-centering ability, changing the structural design from "ductility" to "toughness", and all components are connected in an assembled manner, which is beneficial to the local replacement of damaged components after an earthquake, and increasing the design goal from "life safety" to "performance recovery".

Description

Technical Field

[0001] The present invention relates to the technical field of energy dissipation and seismic reduction, and particularly to an assembled self-centering viscoelastic seismic toughness improvement system and method. Background Art

[0002] Frame structures have the advantages of flexible building floor plan layout, high space utilization rate and easy satisfaction of building use requirements; for cast-in-place frame structures, their structural stiffness and integrity are relatively good, and the plasticity of concrete also enables the frame structure to be cast into different cross-sectional shapes to meet the building use requirements; the frame structure has a long development time and a relatively mature construction technology, and it is also the most numerous and widely used building structure in current structures. However, the stress concentration at the joints of the frame structure is relatively obvious, and the lateral stiffness of the structure is small, and large horizontal displacements are likely to occur under earthquake action, causing serious damage to the structure. Therefore, how to improve the shock absorption and energy dissipation capacity, self-centering and multi-energy dissipation performance under earthquake action, and replaceability of local damage of shock absorption devices of the beam-column joints of concrete frame structures is an urgent problem to be solved.

[0003] The viscoelastic damper is a typical passive energy dissipation and seismic reduction device. Under earthquake action, the viscoelastic material filled between steel plates can generate shear hysteresis energy dissipation, so as to achieve the purpose of increasing the structural damping and reducing the structural response. It has the advantages of simple structure, low cost and good seismic reduction effect, and is widely used in the field of structural seismic reduction. However, during the long-term service of the viscoelastic damper, due to the rubber undergoing multiple fatigue, debonding may occur at the metal-rubber bonding layer, pores may exist inside the rubber or cracking may occur, and different types of defects appear inside, resulting in failure.

[0004] Shape Memory Alloys (SMA) is a new type of intelligent material with excellent properties such as shape memory effect, superelasticity, and high damping, which can meet the requirements of new dampers for the ability to recover deformation. This SMA damper composed of SMA bars and movable steel plates provides a large degree of recoverable performance for the device, and also provides "toughness" for the structure on the basis of shock absorption and energy dissipation, greatly increasing the service life of the shock absorption device. However, the self-centering characteristic of the SMA bar is obtained by sacrificing a certain degree of energy dissipation performance, which causes the SMA damper to lose a certain degree of energy dissipation capacity.

[0005] How to reasonably arrange the SMA damper and the viscoelastic damper at the same joint, so that the two dampers are coupled with each other to form an efficient device that coordinates and jointly dissipates energy under earthquake, and reduces the damage impact of the earthquake on the beam-column joint. Summary of the Invention

[0006] Aiming at the problems existing in the prior art, the present invention provides an assembled self - resetting visco - elastic seismic toughness improvement system and method, which work together with the beam under the concrete frame to dissipate energy and resist earthquakes, greatly reducing the damage impact of earthquakes on beam - column joints.

[0007] The present invention is realized through the following technical solutions:

[0008] An assembled self - resetting visco - elastic seismic toughness improvement system includes at least one set of seismic toughness - increasing components. Each seismic toughness - increasing component includes an outer steel plate assembly, a visco - elastic damper, a diagonal bracing steel plate, and three SMA self - resetting dampers.

[0009] One end of two SMA self - resetting dampers is respectively connected to two outer steel plate assemblies through visco - elastic dampers. One end of the other SMA self - resetting damper is hinged to the diagonal bracing steel plate. The other ends of the three SMA self - resetting dampers are hinged to the joint. The other end of the diagonal bracing steel plate is hinged to another outer steel plate assembly. The two outer steel plate assemblies connected to the visco - elastic dampers cover the upper adjacent upper beam and column. The outer steel plate assembly connected to the diagonal bracing steel plate is installed on the lower beam. Visco - elastic material blocks are filled between each outer steel plate assembly and the beam - column body.

[0010] The SMA self - resetting damper includes an outer steel plate, an inner steel plate, and an H - shaped slider plate.

[0011] Two chutes are arranged at intervals along the displacement direction on the inner steel plate. The H - shaped slider plate is transversely arranged in the chutes and can move along the chutes. The outer steel plate is connected to the two H - shaped slider plates through SMA materials. When the H - shaped slider plate moves along the chutes, the SMA materials deform to dissipate energy.

[0012] Preferably, it includes two sets of seismic toughness - increasing components, which are symmetrically distributed along the center of the beam - column body. The diagonal bracing steel plates of the two sets of seismic toughness - increasing components are hinged to the same outer steel plate assembly.

[0013] Preferably, the visco - elastic damper includes a first connecting steel plate, a second connecting steel plate, a chute fixing steel plate, and a sliding device.

[0014] The first connecting steel plate is fixed on the outer wall of the outer steel plate assembly. The second connecting steel plate is arranged in parallel on the outside of the first connecting steel plate. A visco - elastic material is bonded between the first connecting steel plate and the second connecting steel plate. Two sliding devices are arranged in parallel and symmetrically on both sides of the second connecting steel plate and are arranged along the axial direction of the beam or column. One end of the chute fixing steel plate is pressed on the sliding device, and the other end is connected to the second connecting steel plate.

[0015] Preferably, the sliding device includes a ball chute and a plurality of linearly arranged balls embedded therein. The ball chute is fixed on the second connecting steel plate, and the chute fixing steel plate is pressed on the balls.

[0016] Preferably, an X-shaped steel plate is provided on the second connecting steel plate, and a second hinge seat is welded at the center of the X-shaped steel plate.

[0017] Preferably, a first node steel plate is provided between the three SMA self-centering dampers. The end parts of the three SMA self-centering dampers are respectively rotatably connected to the first node steel plate, and a plurality of shaft holes are evenly distributed in a circumferential manner on the first node steel plate.

[0018] Preferably, outer steel plates are symmetrically arranged on both sides of the inner steel plate. The two ends of the H-shaped slider plate horizontally extend out of both sides of the chute. Two fixing plates are provided on one side of the outer steel plate close to the inner steel plate, and the two fixing plates are respectively located on one side where the two H-shaped slider plates are close to each other. A plurality of SMA bars are located between the two fixing plates, and both ends of the SMA material sequentially pass through the fixing plates and the end parts of the H-shaped slider plate and are connected to nuts.

[0019] Preferably, the two H-shaped slider plates are respectively abutted against one end where the two chutes are close to each other.

[0020] Preferably, the outer steel plate assembly includes a hollow tube formed by sequentially assembling multiple steel plates end to end. Grooves for bonding viscoelastic padding materials are provided on the inner walls of the steel plates. One side of the viscoelastic padding material is bonded in the groove, and the other side protrudes out of the groove and covers the inner walls of the steel plates. The viscoelastic padding materials of the steel plates are connected end to end to form an annular closed structure.

[0021] A method for an assembled self-centering viscoelastic seismic toughness improvement system

[0022] When the concrete frame structure is subjected to minor earthquakes and wind vibrations, the SMA material of the SMA self-centering damper undergoes tensile deformation to consume energy, and at the same time, the viscoelastic material in the viscoelastic damper undergoes shear deformation for shock absorption and energy dissipation.

[0023] When the concrete frame joint is subjected to major earthquakes, the SMA damper undergoes tensile deformation for energy dissipation and at the same time provides self-centering ability for the seismic system. The viscoelastic material in the viscoelastic damper undergoes shear deformation for energy dissipation and shock absorption. At the same time, the viscoelastic material blocks between the beam-column body and the outer steel plate assembly undergo compressive and shear deformations to jointly carry out energy dissipation and shock absorption, and the outer steel plate assembly exerts a hoop effect on the beam-column body.

[0024] Compared with the prior art, the present invention has the following beneficial technical effects:

[0025] An assembled self-centering viscoelastic seismic toughness improvement system provided by the present invention is connected to the beam-column of a concrete frame through viscoelastic dampers and diagonal bracing steel plates. While consuming as much energy as possible at the beam-column joints under earthquakes, part of the energy is transferred to the middle of the beam on the lower layer through the diagonal bracing steel plates. The device works together with the beam on the lower side of the concrete frame to dissipate energy and resist earthquakes, greatly reducing the damage impact of earthquakes on the beam-column joints, transferring seismic energy to the beam-column area, enhancing the seismic performance of the frame, and at the same time improving the self-centering performance of the joints. The entire system has good shock absorption effects in minor earthquakes and major earthquakes. The self-centering damper can provide a large elastic recovery ability during operation, ensuring the reparability of the joints after earthquakes, and ensuring the seismic design requirements of "strong joints, weak members" and the "toughness" performance of the structure. In addition, since the structural device is assembled, the damage of a certain component can be quickly restored to the set service performance through local maintenance, and the on-site installation and replacement are convenient, which is conducive to industrial production and development.

[0026] Furthermore, when the concrete frame joint is subjected to minor earthquakes and wind vibrations, the SMA damper undergoes tensile deformation to provide self-centering ability, and the viscoelastic material in the viscoelastic damper undergoes shear displacement deformation for shock absorption, thereby reducing the dynamic response of the frame joint.

[0027] Furthermore, when the concrete frame joint is subjected to major earthquakes, the SMA bar undergoes tensile deformation. However, due to the limited length of the protective slot of the inner steel plate, the SMA damper can only elongate and dissipate energy within a certain range to ensure that it does not exceed the self-centering ability limit. The viscoelastic material in the viscoelastic damper undergoes large shear displacement deformation for energy dissipation and shock absorption, and the viscoelastic material wrapped outside the beam-column will also be subjected to extrusion or shear loads, thereby deforming and participating in energy dissipation together. Description of the Drawings

[0028] Figure 1 is the main structural view of the assembled self-centering viscoelastic-SMA seismic system of the present invention;

[0029] Figure 2 is the schematic diagram of the beam-column joint of the assembled self-centering viscoelastic-SMA seismic system of the present invention;

[0030] Figure 3 is Figure 1 the main view of the lower beam part in

[0031] Figure 4 is Figure 1 the top view of the outer steel plate assembly and the viscoelastic damper in

[0032] Figure 5 is Figure 1 the exploded view of the outer steel plate assembly and the viscoelastic damper in

[0033] Figure 6 is Figure 1 Schematic diagram of the viscoelastic padding material in the external steel plate assembly

[0034] Figure 7 is Figure 1 Schematic diagram of the internal structure of the external steel plate assembly

[0035] Figure 8 is Figure 1 Schematic diagram of the structure of the SMA self - resetting damper

[0036] Figure 9 is Figure 1 Front view of the SMA self - resetting damper

[0037] Figure 10 is Figure 1 Schematic diagram of the structure of the external steel plate and viscoelastic damper of the beam - column

[0038] Figure 11 is Figure 1 Schematic diagram of the structure of the external steel plate assembly of the lower beam - column of the present invention

[0039] Figure 12 is Figure 1 Exploded view of the external steel plate assembly of the beam - column and the viscoelastic damper

[0040] In the figure: 1 viscoelastic damper, 2 SMA self - resetting damper, 3 first node steel plate, 4 second node steel plate, 5 diagonal bracing steel plate, 6 first hinge seat, 7 external steel plate assembly, 8 viscoelastic padding material, 9 external steel plate Ⅰ, 10 external steel plate Ⅱ, 11 first connecting steel plate, 12 viscoelastic material, 13 second connecting steel plate, 14 X - shaped steel plate, 15 second hinge seat, 16 ball slide groove fixing steel plate, 17 bolt cushion block, 18 bolt, 19 nut, 20 outer steel plate, 21 H - shaped slider plate, 22 SMA bar, 23 fixing nut, 24 inner steel plate, 25 ball, 26 bolt, 27 external steel plate Ⅲ, 28 external steel plate Ⅳ, 29 ball slide groove Detailed implementation mode

[0041] The present invention will be further described in detail below with reference to the accompanying drawings. The following is an explanation of the present invention rather than a limitation

[0042] Refer to Figure 1-12 , an assembled self - resetting viscoelastic seismic toughness improvement system, including two sets of symmetrically arranged seismic toughness enhancement components. The seismic toughness enhancement components include an external steel plate assembly 7, a viscoelastic damper 1, a diagonal bracing steel plate 5 and three SMA self - resetting dampers 2

[0043] One end of each of the two SMA self - resetting dampers is respectively connected to an outer steel plate assembly 7 through a viscoelastic damper 1. One end of another SMA self - resetting damper 2 is hinged to a diagonal bracing steel plate 5. The other ends of the three SMA self - resetting dampers are respectively hinged to a first connecting steel plate. The other end of the diagonal bracing steel plate 5 is hinged to the outer steel plate assembly 7. The three are wrapped on three consecutive beam - column bodies, and viscoelastic material blocks are filled between the outer steel plate assembly 7 and the beam - column bodies.

[0044] Refer to Figure 8 and 9 , the SMA self - resetting damper 2 dissipates energy through stretching SMA bars, and it includes an outer steel plate 20, an inner steel plate 24, an H - shaped slider plate 21 and SMA bars 22;

[0045] Two outer steel plates are symmetrically arranged on both sides of the inner steel plate 24 along the axial direction of the inner steel plate 24. Two chutes are arranged on the inner steel plate 24 at intervals along the displacement direction. The H - shaped slider plate 21 is horizontally arranged in the chutes and can move along the chutes. The two ends of the H - shaped slider plate 21 respectively extend out of the chutes. The two H - shaped slider plates 21 abut against one end of the two chutes close to each other. On the side of the outer steel plate 20 close to the inner steel plate 24, two fixing plates are arranged. The positions of the fixing plates correspond to the two H - shaped slider plates 21, and the two fixing plates are respectively located on the side of the two H - shaped slider plates close to each other. A plurality of SMA bars 22 are located between the two fixing plates. Reserved holes passing through the SMA bars 22 are arranged at the ends of the fixing plates and the H - shaped sliders. The two ends of the SMA bars 22 sequentially pass through the ends of the fixing plates and the H - shaped slider plates and are connected to nuts 23, and the nuts 23 are crimped on the ends of the H - shaped sliders 21.

[0046] In this embodiment, a plurality of SMA bars 22 are arranged on both sides of the inner steel plate, and the SMA bars 22 on both sides are symmetrically arranged. And a scale mark is arranged at the threaded end of the end of the SMA bar 22 for checking the pre - tension force. The SMA bar 22 can also be replaced by SMA wires.

[0047] The ends of the two outer steel plates at one end of the SMA self - resetting damper 2 are connected by a rotating shaft. The outer steel plates of the three SMA self - resetting dampers 2 are connected to a first node steel plate 3 through a rotating shaft. In this embodiment, the first node steel plate 3 is a circular steel plate; the ends of the inner steel plates of the two SMA self - resetting dampers 2 are hinged to the viscoelastic damper 1, and the end of the inner steel plate of another SMA self - resetting damper 2 is rotatably connected to a second node steel plate 4, and the second node steel plate 4 is rotatably connected to one end of the diagonal bracing steel plate 5.

[0048] Refer to Figures 4-7, the outer steel plate assembly 7 includes a rectangular hollow tube formed by assembling outer steel plate I 9, outer steel plate III 27, and two outer steel plates II 10. Grooves for bonding viscoelastic pads are provided on the inner walls of each steel plate. One side of the viscoelastic pad is bonded in the groove, and the other side protrudes from the groove and covers the entire inner wall. The viscoelastic pads of each steel plate are connected end to end to form an annular closed structure. The outer steel plate assembly is sleeved on the beam-column body, and the viscoelastic pad is located between the corresponding side walls of each steel plate and the beam-column body.

[0049] In this embodiment, the structures of outer steel plate I 9 and outer steel plate III 27 are the same and they are arranged longitudinally and parallelly. The two outer steel plates II 10 are arranged horizontally and parallelly. First connecting plates extending towards the outer steel plate II 10 are formed on both sides of the outer steel plate I 9. Second connecting plates are formed by bending the two ends of the outer steel plate II 10. The first connecting plate and the second connecting plate are parallel to each other and are connected by bolts 18 and nuts. Bolt pads 17 are also provided on the bolts 18.

[0050] Refer to Figure 10 and 12 , the viscoelastic damper includes a first connecting steel plate 11, a second connecting steel plate 13, a chute fixing steel plate 16, and a ball chute 29. Both sides of the first connecting steel plate 11 are respectively fixed on the outer wall of the outer steel plate III 27 of the outer steel plate assembly 7 by a plurality of bolts. The second connecting steel plate 13 is arranged parallelly on the outside of the first connecting steel plate 11. A viscoelastic material 12 is bonded between the first connecting steel plate 11 and the second connecting steel plate 13. The viscoelastic material 12 is in a sheet structure and covers the side wall of the second connecting steel plate 13. An X-shaped steel plate 14 is welded on the outer side wall of the second connecting steel plate 13. A second hinge seat 15 is welded at the center of the X-shaped steel plate 14. Two ball chutes 29 are arranged parallelly and symmetrically on both sides of the second connecting steel plate 13. A plurality of balls are embedded in the ball chutes 29. The ball chutes 29 are arranged along the axial direction of the beam-column body. The cross-section of the chute fixing steel plate 16 is a C-shaped structure. The chute fixing steel plate 16 is arranged parallelly with the ball chute 29. One end of the chute fixing steel plate 16 is pressed on the ball chute 29, and the other end is provided with a connecting plate. The connecting plate is pressed on the edge of the second connecting steel plate 13 by a plurality of bolts 26. The plurality of bolts 26 are arranged at intervals.

[0051] Refer to Figure 11 , one end of the diagonal bracing steel plate 5 is hinged to the end of the inner steel plate 24 of the SMA self-resetting damper through the second node steel plate 4. The other end of the diagonal bracing steel plate 5 is connected to the outer steel plate assembly 7 through the first hinge seat 6. The first hinge seat 6 is welded at the center of the side wall of the outer steel plate II.

[0052] The viscoelastic damper 1, SMA self - resetting damper 2, first connecting steel plate 3, second connecting steel plate 4, diagonal bracing steel plate 5 and the outer steel plate assembly of the lower side beam body are all connected by bolt rods. The diameter of the bolt rods can be set between 20 and 25 mm according to the situation. To ensure that the two ends of the SMA self - resetting damper 2 can rotate smoothly without interfering with the viscoelastic damper and the SMA self - resetting damper on the opposite side on the diagonal bracing steel plate, the steel plates at both ends of the SMA self - resetting damper should be set as arcs with a diameter of about 60 mm. To ensure that the SMA bar 22 does not come into contact with the outer steel plate 20 during the elongation deformation process, the outer steel plate of the SMA damper should be set as a variable cross - section at a certain distance from the hinge point. This can not only not hinder the operation of the device but also not reduce the connection strength of the hinge point; for the fixing bolts on the outer steel plate assembly, to avoid excessive stress concentration, they should be arranged at equal intervals.

[0053] The distance between the outer steel plate 20 and the inner steel plate 24 should be set between 30 mm and 40 mm as required, which is convenient for the arrangement of the SMA bar 22 and the installation of the fixing nut 23, and also ensures that the inner and outer steel plates do not collide under working conditions. The distance between the two vertical plates on both sides of the H - shaped slider plate should be set between 24 mm and 30 mm as required to ensure that the H - shaped slider plate does not rub against the inner steel plate 24 when the SMA damper is working. The length of the inner steel plate chute should be designed according to 6% - 8% of the length of the SMA bar 22 set, to ensure the recoverable performance of the SMA bar 22.

[0054] The seismic method of an assembled self - resetting viscoelastic seismic toughness improvement system provided by the present invention will be described in detail below.

[0055] Refer to Figure 1 and 2 As shown in [relevant figures], the assembled self - resetting viscoelastic seismic toughness improvement system includes two groups of seismic toughening components, which are symmetrically installed on the rectangular beam - column body. Each group of seismic toughening components includes three outer steel plate assemblies 7, two viscoelastic dampers 1 and three SMA self - resetting dampers.

[0056] Before assembly, according to the design parameters, forms of the assembled concrete frame joints and the characteristics of the applied loads, determine the magnitude of the damping force required for the assembled viscoelastic damper and the SMA self - resetting damper, the width and thickness of the viscoelastic material, the layout position and the angle between the dampers. By selecting the size of the viscoelastic material and the length of the SMA bar, different support damping force magnitudes can be achieved for different nodes.

[0057] Two viscoelastic dampers 1 are respectively fixed on the side walls of two outer steel plate assemblies 7. The two outer steel plate assemblies 7 are assembled on two adjacent beam bodies and column bodies by bolts. That is to say, one of the outer steel plate assemblies 7 is installed on the upper beam body, and the other outer steel plate assembly 7 is installed on the adjacent column body. And the distances between the two steel plate assemblies 7 and the connection nodes of the adjacent two beam-columns are equal. The last outer steel plate group is arranged at the central position of the lower beam body.

[0058] A plurality of shaft holes are evenly distributed on the circumferential periphery of the first node steel plate in an articulated manner. One ends of three SMA self-resetting dampers are articulated with the first node steel plate through the shaft holes. The other ends of two of the SMA self-resetting dampers are connected with the second articulated seats on the X-shaped steel plate of the viscoelastic damper, so that the viscoelastic material can be evenly subjected to shear loads. And the two SMA self-resetting dampers are symmetrically distributed on both sides of the following diagonal bracing steel plate, so that the shock absorption effects of the two SMA self-resetting dampers are equal. The other end of the last SMA self-resetting damper is connected with one end of the diagonal bracing steel plate through the second node steel plate. The other end of the diagonal bracing steel plate is connected with the first articulated seat 6 on the outer steel plate of the lower beam body. In this embodiment, the two diagonal bracing steel plates of the two seismic strengthening and toughening assemblies are distributed and articulated with the outer steel plate assembly of the lower beam body.

[0059] When the concrete frame structure is subjected to small earthquakes and wind vibrations, the system transmits the dynamic loads received at the beam-column joints to each energy dissipation and shock absorption device, and transmits part of the loads to the lower beam body, reducing the loads at the beam-column joints and reducing their damage, realizing the seismic requirement of "strong joints and weak members". Among them, the SMA bars of the SMA self-resetting damper undergo tensile deformation to consume energy, and the viscoelastic material in the viscoelastic damper undergoes shear deformation mainly for shock absorption and energy dissipation. The two work together, greatly reducing the dynamic response and residual deformation of the frame, and realizing the improvement of the seismic toughness of the structure;

[0060] When the concrete frame joint is subjected to a major earthquake, the bars of the SMA self-resetting damper undergo tensile deformation. To prevent the SMA bar 22 from exceeding the recoverable deformation amount, the chute of the inner steel plate enables it to only elongate and consume energy within a certain range. While consuming energy, it provides self-resetting ability for the device and also provides a certain guarantee for the recoverable performance of the device; the viscoelastic material in the viscoelastic damper undergoes large-amplitude shear displacement for energy dissipation and shock absorption. At the same time, after the viscoelastic material cushion layer wrapped outside the beam-column body receives the force transmitted by the device, it undergoes compressive and shear deformation, jointly for energy dissipation and shock absorption. The outer steel plate assembly also has a certain hoop effect on the beam-column body, enhancing the seismic performance of the beam-column body, thereby reducing the dynamic response of the frame structure and the deformation and damage of the frame joint, and improving the seismic toughness of the structure.

[0061] The prefabricated self-centering viscoelastic seismic toughness improvement system is installed on the beam and column at the upper nodes on both sides of the frame structure and on the beam of the lower layer. It can also be arranged only on the beam and column at the upper nodes on one side of the frame and on the beam of the lower layer. Each device works together to form a shock-absorbing and energy-dissipating self-centering system, and absorbs a large amount of energy through the common deformation with the concrete frame, which can greatly improve the seismic capacity and self-centering ability of the nodes. In addition, the SMA self-centering damper can provide a large elastic recovery stiffness during operation, improving the reset performance of the frame nodes and ensuring the recoverability and easy reparability of the concrete frame nodes after an earthquake.

[0062] The above content is only to illustrate the technical idea of the present invention and cannot be used to limit the protection scope of the present invention. Any changes made on the basis of the technical solution according to the technical idea proposed by the present invention fall within the protection scope of the claims of the present invention.

Claims

1. An assembled self-centering viscoelastic seismic toughness improvement system, characterized in that It includes at least one set of earthquake-resistant and toughness-increasing components, and the earthquake-resistant and toughness-increasing components include an outer steel plate component (7), a viscoelastic damper (1), a diagonal bracing steel plate (5), and three SMA self-centering dampers (2); One end of two SMA self-centering dampers is respectively connected to two outer steel plate components (7) through the viscoelastic damper (1), one end of the other SMA self-centering damper (2) is hinged to the diagonal bracing steel plate (5), the other ends of the three SMA self-centering dampers are hinged at the same node, the other end of the diagonal bracing steel plate (5) is hinged to another outer steel plate component (7), the two outer steel plate components connected to the viscoelastic damper (1) are wrapped around the upper adjacent upper beam body and column body, the outer steel plate component connected to the diagonal bracing steel plate (5) is installed on the lower beam body, and viscoelastic material blocks are filled between each outer steel plate component (7) and the beam-column body; The SMA self-centering damper includes an outer steel plate (20), an inner steel plate (24), and an H-shaped slider plate (21); Two chutes are arranged at intervals along the displacement direction on the inner steel plate (24), the H-shaped slider plate (21) is transversely arranged in the chutes and can move along the chutes, the outer steel plate (20) is connected to the two H-shaped slider plates (21) through SMA materials, and when the H-shaped slider plate (21) moves along the chutes, the SMA materials deform to dissipate energy; The viscoelastic damper (1) includes a first connecting steel plate (11), a second connecting steel plate (13), a chute fixing steel plate (16), and a sliding device; The first connecting steel plate (11) is fixed on the outer wall of the outer steel plate component (7), the second connecting steel plate (13) is arranged in parallel on the outside of the first connecting steel plate (11), a viscoelastic material (12) is bonded between the first connecting steel plate (11) and the second connecting steel plate (13), two sliding devices are arranged in parallel and symmetrically on both sides of the second connecting steel plate (13) and are arranged along the axial direction of the beam body or column body, one end of the chute fixing steel plate (16) is crimped on the sliding device, and the other end is connected to the second connecting steel plate (13); The sliding device includes a ball chute (29) and a plurality of linearly arranged balls embedded therein, the ball chute (29) is fixed on the second connecting steel plate (13), and the chute fixing steel plate (16) is crimped on the balls.

2. The assembled self-centering viscoelastic seismic and toughness improvement system according to claim 1, characterized in that, It includes two sets of earthquake-resistant and toughness-increasing components and is symmetrically distributed along the center of the beam-column body, and the diagonal bracing steel plates (5) of the two sets of earthquake-resistant and toughness-increasing components are hinged to the same outer steel plate component (7).

3. An assembled self-centering viscoelastic seismic and toughness improvement system according to claim 1, characterized in that, An X-shaped steel plate (14) is arranged on the second connecting steel plate (13), and a second hinge seat (15) is welded at the center of the X-shaped steel plate (14).

4. An assembled self-centering viscoelastic seismic toughness improvement system according to claim 1, characterized in that, A first node steel plate (3) is arranged between the three SMA self-centering dampers, the end parts of the three SMA self-centering dampers are respectively rotatably connected to the first node steel plate (3), and a plurality of shaft holes are evenly distributed in a circumferential manner on the first node steel plate (3).

5. An assembled self-centering viscoelastic seismic toughness improvement system according to claim 1, characterized in that, On both sides of the inner steel plate (24), outer steel plates are symmetrically arranged. The two ends of the H-shaped slider plate (21) horizontally extend out of both sides of the sliding groove. On the side of the outer steel plate (20) close to the inner steel plate (24), two fixing plates are provided, and the two fixing plates are respectively located on the sides where the two H-shaped slider plates are close to each other. A plurality of SMA bars (22) are located between the two fixing plates, and both ends of the SMA material sequentially pass through the fixing plates and the ends of the H-shaped slider plate and are connected to nuts (23).

6. The assembled self-centering viscoelastic seismic toughness improvement system according to claim 1, characterized in that, The two H-shaped slider plates are respectively abutted against the mutually close ends of the two sliding grooves.

7. An assembled self-centering viscoelastic seismic toughness improvement system according to claim 1, characterized in that, The outer steel plate assembly (7) includes a hollow tube formed by sequentially assembling multiple steel plates end to end. Grooves for bonding viscoelastic pads are provided on the inner walls of the steel plates. One side of the viscoelastic pad is bonded in the groove, and the other side protrudes from the groove and covers the inner walls of the steel plates. The viscoelastic pads of the steel plates are connected end to end to form an annular closed structure.

8. A method for an assembled self-centering viscoelastic seismic toughness improvement system according to any one of claims 1-7, characterized in that When the concrete frame structure is subjected to small earthquakes and wind vibrations, the SMA material of the SMA self-centering damper undergoes tensile deformation to consume energy, and at the same time, the viscoelastic material in the viscoelastic damper undergoes shear deformation to reduce vibration and energy consumption; When the concrete frame joint is subjected to large earthquakes, the SMA damper undergoes tensile deformation to consume energy, and at the same time provides the self-centering ability for the seismic system. The viscoelastic material in the viscoelastic damper undergoes shear deformation to consume energy and reduce vibration. At the same time, the viscoelastic material blocks between the beam-column body and the outer steel plate assembly undergo compressive and shear deformations to jointly consume energy and reduce vibration, and the outer steel plate assembly plays a hoop effect on the beam-column body.

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