Fabricated self-resetting concrete frame two-stage energy dissipation joint

Abstract

The fabricated self-resetting concrete frame two-stage energy dissipation joint comprises a prefabricated column, a prefabricated beam and a damping part, a steel base plate is pre-buried in the inner wall of at least one side of the prefabricated column, and an arc-shaped web plate is arranged on one side of the steel base plate in the thickness direction; a beam connecting piece is arranged at the end of the precast beam and comprises an H-shaped steel sleeve and a connecting web plate, the connecting web plate is provided with a notch groove, and horizontal sliding grooves are formed in the positions, on the two sides of the notch groove, of the connecting web plate correspondingly. The damping part comprises a plurality of composite metal dampers and a plurality of high-strength friction bolts. Each composite metal damper comprises a damper web, a first flange and a second flange, wherein the first flange and the second flange are located at the two ends of the damper web correspondingly. When the prefabricated column and the prefabricated beam are in a connected state, the arc-shaped web is located in the notch groove, the composite metal dampers are vertically arranged on at least one side of the connecting web in pairs, the first flange is connected with the connecting web through a high-strength friction bolt penetrating through the horizontal sliding groove, and the second flange is connected with the arc-shaped web through the high-strength friction bolt.

Description

Technical Field

[0001] This application relates to the field of prefabricated building technology, specifically to a prefabricated self-resetting concrete frame two-stage energy dissipation node. Background Technology

[0002] With the sustained rapid economic development, increasing demands for energy conservation and emission reduction, and ever-rising environmental protection requirements, especially the rising labor costs, research on prefabricated structures has received widespread attention. Currently, the application of prefabricated monolithic frame "wet connection" structures is quite common. This involves connecting or anchoring precast beams and columns using reinforcing bars and structural steel at the joints, while concrete is poured later at the beam-column joint area. The connection methods for the reinforcing bars between precast components mainly include welding, mechanical connections, and sleeve grouting connections. Wet connection joints place high demands on the connectors, making it difficult to meet the strength and stiffness requirements under strong earthquakes. Furthermore, the construction process of "wet connection" joints has certain problems, such as the difficulty in ensuring the density of grout during sleeve grouting. Therefore, although prefabricated monolithic concrete frame structures can achieve "equivalent to cast-in-place," the dispersed damage under strong earthquakes leads to greater difficulty and cost in post-earthquake repair, resulting in significant indirect economic losses.

[0003] Currently, existing prefabricated self-centering concrete frame structures generally improve the energy dissipation performance of joints by setting appropriate energy dissipation devices, but the following problems exist: the energy dissipation capacity and load-bearing capacity of traditional self-centering prefabricated frame beam-column joints are generally insufficient. When the beam-column joint opens and undergoes small deformation rotation, the stiffness of the structure is significantly reduced, mainly controlled by the prestressing tendons. Therefore, when the beam-column joint undergoes large deformation rotation, it will lead to insufficient load-bearing capacity of the self-centering frame structure. In addition, studies have shown that significant stiffness reduction can lead to more obvious higher-order modal effects in prefabricated self-centering frames, forming weak stories, large local floor displacement angles, and exacerbating damage to non-structural components. Summary of the Invention

[0004] This application provides a prefabricated self-resetting concrete frame two-stage energy dissipation node, which can improve the stiffness and energy dissipation capacity of the self-resetting concrete frame structure.

[0005] The prefabricated self-resetting concrete frame two-stage energy dissipation node provided in this application includes: A precast column, wherein a steel pad is embedded in the inner wall of at least one side of the precast column, and an arc-shaped web exposed on one side of the steel pad in the thickness direction is provided, and a plurality of through holes are spaced apart on the arc-shaped web. A precast beam, wherein the ends of the precast beam are provided with beam connectors, the beam connectors include H-shaped steel sleeves and connecting webs provided at the ends of the H-shaped steel sleeves, the connecting webs are provided with notches and grooves that are complementary to the shape of the arc-shaped webs, and the connecting webs are provided with horizontal sliding grooves on both sides of the notches and grooves respectively. The damping section includes multiple composite metal dampers and multiple high-strength friction bolts. Each composite metal damper includes a damper web and a first flange and a second flange located at both ends of the damper web. Bolt holes are respectively provided on the first flange and the second flange. The precast column and the precast beam are connected. In the connected state, the arc-shaped web is located in the notch groove. The composite metal dampers are arranged in pairs on at least one side of the connecting web. The first flange is connected to the connecting web by high-strength friction bolts passing through the bolt holes and the horizontal groove. The high-strength friction bolts in the horizontal groove can slide along the extension direction of the horizontal groove. The second flange is connected to the arc-shaped web by high-strength friction bolts passing through the bolt holes and the through holes.

[0006] In addition, the prefabricated self-resetting concrete frame two-stage energy dissipation node provided in this application may also have the following additional technical features: In one alternative embodiment, the beam connector further includes a plurality of post-tensioned unbonded prestressing tendons, and the precast beam has a plurality of prestressing tendon ducts at one end away from the beam connector; the length direction of the post-tensioned unbonded prestressing tendons extends along the length direction of the precast beam and is located between two composite metal dampers arranged in pairs, and one end of the post-tensioned unbonded prestressing tendon passes through the steel pad and the other end passes through the prestressing tendon duct at the end of the precast beam.

[0007] In one optional embodiment, the H-shaped steel sleeve includes a steel sleeve flange plate and a vertical web plate. The steel sleeve flange plate is disposed at both ends of the vertical web plate. Multiple stiffening ribs are disposed on both sides of the vertical web plate along the thickness direction. The multiple stiffening ribs are arranged at intervals along the length and / or width direction of the vertical web plate.

[0008] In one alternative embodiment, the composite metal dampers are arranged in pairs on both sides of the connecting web along the thickness direction, with one bolt hole on the first flange and two bolt holes on the second flange.

[0009] In one alternative, the arc-shaped web and the notch are complementary in shape, and the arc-shaped profile of the arc-shaped web is preset according to the motion trajectory of the connecting node. When the precast beam and the precast column rotate relative to each other, the vertical shear force at the end of the precast beam can be transmitted to the precast column through the arc-shaped profile of the arc-shaped web.

[0010] In one alternative embodiment, when relative rotation occurs between the precast beam and the precast column, the damping part has a first deformation state and a second deformation state. In the first deformation state, the high-strength friction bolt connected to the horizontal groove slides within the horizontal groove, and friction energy is dissipated by the sliding of the high-strength friction bolt. In the second deformation state, the high-strength friction bolt connected to the horizontal groove slides within the horizontal groove, causing the hole wall of the horizontal groove to undergo yield deformation, so as to simultaneously achieve sliding friction energy dissipation and yield deformation energy dissipation.

[0011] In one alternative embodiment, the precast column is a reinforced concrete precast column, the precast beam is a reinforced concrete precast beam, and the reinforced concrete precast beam is disposed on at least one side of the reinforced concrete precast column.

[0012] In one alternative embodiment, the number of steel pads is at least two, and the at least two steel pads are disposed on the inner walls of opposite sides of the precast column. The two oppositely disposed steel pads are connected by at least two high-strength tie bolts and nuts disposed on the precast column, and multiple studs are disposed at intervals on the opposite sides of the steel pads.

[0013] The beneficial effects of this application are as follows: The prefabricated self-resetting concrete frame in this application features a two-stage energy dissipation node that connects precast beams and columns via composite metal dampers and high-strength friction bolts. When relative rotation occurs between the precast beams and columns, the vertical shear force at the ends of the precast beams can be transmitted to the columns through the arc-shaped profile of the arc-shaped web. During minor vibrations, the high-strength friction bolts connected to the horizontal grooves slide within the grooves, achieving frictional energy dissipation through this sliding motion. During major vibrations, the high-strength friction bolts connected to the horizontal grooves slide within the grooves, causing the groove walls to yield and deform, thus simultaneously achieving sliding friction energy dissipation and yield deformation energy dissipation. This two-stage energy dissipation method enhances the stiffness and energy dissipation capacity of the self-resetting concrete frame structure, better meeting the bearing capacity and deformation energy dissipation requirements under different seismic levels.

[0014] It should be understood that the above general description and the following detailed description are merely exemplary and do not limit this application. Attached Figure Description

[0015] Figure 1 A schematic diagram of the overall structure of the two-stage energy dissipation nodes of the prefabricated self-resetting concrete frame. Figure 2 This is a schematic diagram of the connection structure between two opposing steel pads inside a precast column. Figure 3 This is a structural schematic diagram of a beam connector in one specific embodiment; Figure 4 for Figure 3 A structural diagram of the beam connector on one side; Figure 5 for Figure 3 A structural diagram of the beam connector on the other side; Figure 6 This is a schematic diagram of the structure of a composite metal damper in one specific embodiment.

[0016] Reference numerals: 1. Precast column; 11. Steel pad; 12. Arc-shaped web; 13. Through hole; 14. High-strength tie bolt; 15. Nut; 16. Stud; 2. Precast beam; 21. H-shaped steel sleeve; 211. Steel sleeve flange plate; 212. Vertical web; 213. Stiffening rib diaphragm; 22. Connecting web; 23. Notch groove; 24. Horizontal slide groove; 25. Post-tensioned unbonded prestressing tendon; 26. Prestressing tendon duct; 3. Damping part; 31. Composite metal damper; 311. Damper web; 312. First flange; 313. Second flange; 314. Bolt hole; 32. High-strength friction bolt.

[0017] The accompanying drawings, which are incorporated in and form part of this specification, illustrate embodiments consistent with this application and, together with the description, serve to explain the principles of this application. Detailed Implementation

[0018] To better understand the technical solution of this application, the embodiments of this application will be described in detail below with reference to the accompanying drawings.

[0019] It should be understood that the described embodiments are merely some embodiments of this application, and not all embodiments. All other technical solutions obtained by those skilled in the art based on the embodiments of this application without inventive effort are within the scope of protection of this application.

[0020] The terminology used in the embodiments of this application is for the purpose of describing particular embodiments only and is not intended to be limiting of this application. The singular forms “a,” “the,” and “the” used in the embodiments of this application and the appended claims are also intended to include the plural forms unless the context clearly indicates otherwise.

[0021] It should be understood that the term "and / or" used in this article is merely a description of the relationship between related objects, indicating that three relationships can exist. For example, A and / or B can represent: A existing alone, A and B existing simultaneously, and B existing alone. Additionally, the character " / " in this article generally indicates that the preceding and following related objects have an "or" relationship.

[0022] It should be noted that the directional terms such as "upper," "lower," "left," and "right" described in the embodiments of this application are used to describe the angles shown in the accompanying drawings and should not be construed as limiting the embodiments of this application. Furthermore, in the context, it should be understood that when it is mentioned that an element is connected "upper" or "lower" to another element, it can be directly connected to the other element "upper" or "lower," or indirectly connected to the other element "upper" or "lower" through an intermediate element.

[0023] like Figure 1-6 As shown in the embodiment of this application, a two-stage energy dissipation node for a prefabricated self-resetting concrete frame is provided. This two-stage energy dissipation node mainly includes a precast column 1, a precast beam 2, and a damping part 3. A steel pad 11 is embedded in the inner wall of at least one side of the precast column 1. An arc-shaped web 12 exposed on one side of the steel pad 11 in the thickness direction is provided, and multiple through holes 13 are spaced apart on the arc-shaped web 12. A beam connector is provided at the end of the precast beam 2. The beam connector includes an H-shaped steel sleeve 21 and a connecting web 22 provided at the end of the H-shaped steel sleeve 21. The connecting web 22 is provided with a notch 23 that is complementary in shape to the arc-shaped web 12, and horizontal grooves 24 are provided on both sides of the notch 23 of the connecting web 22.

[0024] The damping part 3 includes multiple composite metal dampers 31 and multiple high-strength friction bolts 32. The composite metal damper 31 includes a damper web 311 and a first flange 312 and a second flange 313 located at both ends of the damper web 311. Bolt holes 314 are respectively provided on the first flange 312 and the second flange 313. The precast column 1 and the precast beam 2 are connected. In the connected state, the arc-shaped web 12 is located in the notch 23. The composite metal dampers 31 are arranged in pairs on at least one side of the connecting web 22. The first flange 312 is connected to the connecting web 22 by high-strength friction bolts 32 passing through the bolt holes 314 and the horizontal groove 24. The high-strength friction bolts 32 in the horizontal groove 24 can slide along the extension direction of the horizontal groove 24. The second flange 313 is connected to the arc-shaped web 12 by high-strength friction bolts 32 passing through the bolt holes 314 and the through holes 13.

[0025] In this embodiment, the prefabricated self-resetting concrete frame with two-stage energy dissipation nodes connects the precast beam 2 and the precast column 1 through a composite metal damper 31 and a high-strength friction bolt 32. When the precast beam 2 and the precast column 1 rotate relative to each other, the vertical shear force at the end of the precast beam 2 can be transmitted to the precast column 1 through the arc-shaped profile of the arc-shaped web 12. During small vibrations, the high-strength friction bolt 32 connected to the horizontal groove 24 slides within the horizontal groove 24, and friction energy dissipation is achieved by the sliding of the high-strength friction bolt 32. During large vibrations, the high-strength friction bolt 32 connected to the horizontal groove 24 slides within the horizontal groove 24, causing the hole wall of the horizontal groove 24 to undergo yield deformation, thereby simultaneously achieving sliding friction energy dissipation and yield deformation energy dissipation. Through this two-stage energy dissipation method, the stiffness and energy dissipation capacity of the self-resetting concrete frame structure are improved, better meeting the bearing capacity and deformation energy dissipation requirements under different seismic levels.

[0026] like Figure 1 As shown, in one specific embodiment, the beam connector further includes a plurality of post-tensioned unbonded prestressing tendons 25, and the precast beam 2 has a plurality of prestressing tendon ducts 26 at the end away from the beam connector; the length direction of the post-tensioned unbonded prestressing tendons 25 extends along the length direction of the precast beam 2 and is located between two composite metal dampers 31 arranged in pairs, and one end of the post-tensioned unbonded prestressing tendon 25 passes through the steel pad 11, and the other end passes through the prestressing tendon duct 26 at the end of the precast beam 2.

[0027] Specifically, openings for the post-tensioned unbonded prestressing tendons 25 are provided at the end plates of both the steel pad 11 and the H-shaped steel sleeve 21. Multiple post-tensioned unbonded prestressing tendons 25 pass through the prestressing tendon ducts 26 and the corresponding openings, thereby pre-stressing the precast beam 2 and the precast column 1 and providing self-centering performance. Generally, four post-tensioned unbonded prestressing tendons 25 are installed in a single precast beam 2, arranged in pairs between two composite metal dampers 31 on corresponding sides. The use of post-tensioned unbonded prestressing tendons 25 not only provides self-centering capability for the beam-column joint but also bears part of the bending moment under seismic loads. The arrangement of the post-tensioned unbonded prestressing tendons 25 is flexible; they can be placed parallel to the axis of the precast beam 2 or arranged vertically side-by-side, which is not specifically limited in this paper.

[0028] like Figure 3-5As shown, in one specific embodiment, the H-shaped steel sleeve 21 includes a sleeve flange plate 211 and a vertical web plate 212. The sleeve flange plate 211 is disposed at both ends of the vertical web plate 212. Multiple stiffening ribs 213 are provided on both sides of the vertical web plate 212 along its thickness direction. The multiple stiffening ribs 213 are spaced apart along the length and / or width direction of the vertical web plate 212. The stiffening ribs 213 improve the cooperative working performance between the concrete and the vertical web plate 212, enabling the H-shaped steel sleeve 21 and its internal reinforced concrete to effectively transfer shear force. The longitudinal reinforcement of the beam extends directly into the cavity of the H-shaped steel sleeve 21 and is arranged along the entire length of the beam, eliminating the need for stirrups inside the H-shaped steel sleeve 21.

[0029] In this embodiment, the stiffening ribs 213 installed inside the H-shaped steel sleeve 21 significantly enhance the bond and mechanical interlocking between the steel sleeve and the concrete, improving the overall stiffness and shear capacity of the composite section. This design allows the longitudinal reinforcement of the beam to be arranged along its entire length and anchored within the steel sleeve, simplifying the reinforcement construction and avoiding the problems of dense reinforcement and difficult construction in traditional joint areas. At the same time, it ensures effective force transmission, improving the construction efficiency of the joint and the reliability of the structural performance.

[0030] like Figure 1 As shown, in one specific embodiment, composite metal dampers 31 are arranged in pairs on both sides of the connecting web 22 along the thickness direction. The first flange 312 has one bolt hole 314, and the second flange 313 has two bolt holes 314. Furthermore, the arc-shaped web 12 and the notch 23 are complementary in shape, and the arc-shaped profile of the arc-shaped web 12 is preset according to the movement trajectory of the connecting node. When relative rotation occurs between the precast beam 2 and the precast column 1, the vertical shear force at the end of the precast beam 2 can be transmitted to the precast column 1 through the arc-shaped profile of the arc-shaped web 12.

[0031] In this embodiment, the composite metal damper 31 is symmetrically arranged on both sides of the connecting web 22, forming a stable couple system that can effectively resist the bending moment at the beam end and control the rotation center of the node. The first flange 312 is connected to the horizontal slide 24 by a single bolt hole 314 and a high-strength friction bolt 32, while the second flange 313 is fixed to the arc-shaped web 12 by double bolt holes 314 and high-strength friction bolts 32. This ensures that the damping part 3 has a clear rotation center and a stable force mechanism during energy dissipation, thereby improving energy dissipation efficiency and deformation controllability.

[0032] When the precast beam 2 and the precast column 1 rotate relative to each other, the damping part 3 has a first deformation state (deformation state during minor earthquakes) and a second deformation state (deformation state during major earthquakes). In the first deformation state, the high-strength friction bolt 32 connected to the horizontal groove 24 slides in the horizontal groove 24 and uses the sliding of the high-strength friction bolt 32 to achieve frictional energy dissipation. In the second deformation state, the high-strength friction bolt 32 connected to the horizontal groove 24 slides in the horizontal groove 24 and causes the hole wall of the horizontal groove 24 to undergo yield deformation, so as to simultaneously achieve sliding friction energy dissipation and yield deformation energy dissipation.

[0033] It should be further explained that the composite metal damper 31 dissipates seismic energy through the post-yield deformation of the mild steel. The damper is made of mild steel, which has a low yield strength of only 235 MPa, exhibiting good low-cycle fatigue and hysteresis performance. During an earthquake, the composite metal damper 31 yields before the main structure, with plastic deformation concentrated within the yield section of the composite metal damper 31, thus achieving a damping effect. After minor and moderate earthquakes, only the bolt preload of the high-strength friction bolt 32 needs to be reapplied to provide friction between the high-strength friction bolt 32 and the horizontal groove 24. During major earthquakes, plastic deformation of the hole wall of the horizontal groove 24 and the high-strength friction bolt 32 is allowed to expand the rotation range for energy dissipation. If the composite metal damper 31, the high-strength friction bolt 32, or the horizontal groove 24 is damaged, the structural function can be restored simply by replacing the corresponding components.

[0034] This two-stage energy dissipation method involves two stages. The first stage dissipates energy through sliding friction of the high-strength friction bolts 32 within the horizontal groove 24, exhibiting stable hysteresis characteristics and low damage, making it suitable for frequent small to medium-sized earthquakes. The second stage dissipates energy through plastic yielding of the high-strength friction bolts 32 and the wall of the horizontal groove 24, achieving metal deformation and significantly increasing the energy dissipation capacity and deformation capability of the joint, making it suitable for rare large earthquakes. This "friction first, yielding later" staged energy dissipation strategy allows the joint to intelligently adjust its energy dissipation method according to the earthquake intensity, ensuring economy while maximizing the protection of the main structure and significantly reducing the difficulty and cost of post-earthquake repair.

[0035] like Figure 1-2 As shown, in one specific embodiment, the precast column 1 is a reinforced concrete precast column 1, and the precast beam 2 is a reinforced concrete precast beam 2, which is disposed on at least one side of the reinforced concrete precast column 1. There are at least two steel pads 11, which are disposed on the inner walls of opposite sides of the precast column 1. The two oppositely disposed steel pads 11 are connected by at least two high-strength tie bolts 14 and nuts 15 disposed on the precast column 1. Multiple studs 16 are spaced apart on the opposite sides of the steel pads 11.

[0036] Specifically, in this embodiment, multiple studs 16 are pre-embedded and welded in the middle of the steel pad 11, and two parallel high-strength bolt holes 314 are symmetrically arranged on the top and bottom sides respectively. The two steel pads 11 are connected by high-strength tie bolts 14 and nuts 15. The steel pads 11 arranged opposite each other and connected by high-strength tie bolts 14 can disperse the local compressive stress generated on the precast beam 2 when the high-strength friction bolts 32 are tensioned, and prevent the concrete from being crushed locally.

[0037] In this embodiment, by symmetrically setting steel pads 11 inside the column and connecting them with high-strength tie bolts 14, an internal steel skeleton is formed within the cross-section of the precast column 1, enhancing the local bearing capacity and crack resistance of the joint area. The setting of studs 16 further ensures the coordinated work of the steel pads 11 and the concrete, effectively dispersing the concentrated force transmitted from the connector to the entire column cross-section. This structure not only solves the problem of local failure easily occurring at the connection of precast concrete components, but also provides a reliable anchoring and force transmission foundation for the pre-tightening force of high-strength bolts and the huge shear force under seismic action, significantly improving the bearing capacity and durability of the joint.

[0038] The above are merely preferred embodiments of this application and are not intended to limit this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A prefabricated self-resetting concrete frame two-stage energy dissipation node, characterized in that, include: A precast column, wherein a steel pad is embedded in the inner wall of at least one side of the precast column, and an arc-shaped web exposed on one side of the steel pad in the thickness direction is provided, and a plurality of through holes are spaced apart on the arc-shaped web. A precast beam, wherein the ends of the precast beam are provided with beam connectors, the beam connectors include H-shaped steel sleeves and connecting webs provided at the ends of the H-shaped steel sleeves, the connecting webs are provided with notches and grooves that are complementary to the shape of the arc-shaped webs, and the connecting webs are provided with horizontal sliding grooves on both sides of the notches and grooves respectively. The damping section includes multiple composite metal dampers and multiple high-strength friction bolts. Each composite metal damper includes a damper web and a first flange and a second flange located at both ends of the damper web. Bolt holes are respectively provided on the first flange and the second flange. The precast column and the precast beam are connected. In the connected state, the arc-shaped web is located in the notch groove. The composite metal dampers are arranged in pairs on at least one side of the connecting web. The first flange is connected to the connecting web by high-strength friction bolts passing through the bolt holes and the horizontal groove. The high-strength friction bolts in the horizontal groove can slide along the extension direction of the horizontal groove. The second flange is connected to the arc-shaped web by high-strength friction bolts passing through the bolt holes and the through holes.

2. The prefabricated self-resetting concrete frame two-stage energy dissipation node according to claim 1, characterized in that, The beam connector also includes multiple post-tensioned unbonded prestressing tendons. The precast beam has multiple prestressing tendon channels at one end away from the beam connector. The length direction of the post-tensioned unbonded prestressing tendon extends along the length direction of the precast beam and is located between two composite metal dampers arranged in pairs. One end of the post-tensioned unbonded prestressing tendon passes through the steel pad, and the other end passes through the prestressing tendon channel at the end of the precast beam.

3. The prefabricated self-resetting concrete frame two-stage energy dissipation node according to claim 2, characterized in that, The H-shaped steel sleeve includes a steel sleeve flange plate and a vertical web plate. The steel sleeve flange plate is disposed at both ends of the vertical web plate. Multiple stiffening ribs are disposed on both sides of the vertical web plate along the thickness direction. The multiple stiffening ribs are arranged at intervals along the length and / or width direction of the vertical web plate.

4. The prefabricated self-resetting concrete frame two-stage energy dissipation node according to any one of claims 1-3, characterized in that, The composite metal dampers are arranged in pairs on both sides of the connecting web along the thickness direction. The first flange has one bolt hole and the second flange has two bolt holes.

5. The prefabricated self-resetting concrete frame two-stage energy dissipation node according to any one of claims 1-3, characterized in that, The arc-shaped web and the notch are complementary in shape, and the arc-shaped profile of the arc-shaped web is preset according to the movement trajectory of the connecting node. When the precast beam and the precast column rotate relative to each other, the vertical shear force at the end of the precast beam can be transmitted to the precast column through the arc-shaped profile of the arc-shaped web.

6. The prefabricated self-resetting concrete frame two-stage energy dissipation node according to claim 5, characterized in that, When relative rotation occurs between the precast beam and the precast column, the damping part has a first deformation state and a second deformation state. In the first deformation state, the high-strength friction bolt connected to the horizontal groove slides in the horizontal groove, and the sliding of the high-strength friction bolt realizes friction energy dissipation. In the second deformation state, the high-strength friction bolt connected to the horizontal groove slides in the horizontal groove and causes the hole wall of the horizontal groove to undergo yield deformation, so as to simultaneously realize sliding friction energy dissipation and yield deformation energy dissipation.

7. The prefabricated self-resetting concrete frame two-stage energy dissipation node according to claim 5, characterized in that, The precast column is a reinforced concrete precast column, and the precast beam is a reinforced concrete precast beam, which is disposed on at least one side of the reinforced concrete precast column.

8. The prefabricated self-resetting concrete frame two-stage energy dissipation node according to any one of claims 1-3 or 6-7, characterized in that, The number of steel pads is at least two, and at least two steel pads are disposed on the inner walls of opposite sides of the precast column. The two steel pads disposed opposite each other are connected by at least two high-strength tie bolts and nuts disposed on the precast column. Multiple studs are disposed at intervals on opposite sides of the steel pads.

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