Concrete beam-column joint connection device based on spindle-shaped self-centering damper

Abstract

The present invention discloses a concrete beam-column node connection device based on a spindle-shaped self-resetting damper, comprising: a precast reinforced concrete lower column including fixing bolts and outer steel; a precast reinforced concrete upper column including a column end connector assembled with the fixing bolts; a precast reinforced concrete beam including at least two steel boxes fixedly connected to the outer steel; a damper including a spindle-shaped inner cavity, a guide tube disposed in the middle of the spindle-shaped inner cavity, an inner rod fixed to the first end of the guide tube, and an end block fixed to the second end of the guide tube; a ring spring assembly disposed in the middle of the guide tube, the ring spring assembly comprising inner and outer ring springs, the inner ring springs arranged in intervals and sleeved on the guide tube, the inner ring spring near the first end of the inner rod being restrained by a first gasket, and the inner ring spring near the second end of the inner rod being restrained by a second gasket; an outer ring spring sleeved on the inner ring spring, with the same outer ring spring sleeved on two adjacent inner ring springs. The present invention can achieve self-resetting after an earthquake.

Description

Technical Field

[0001] The present invention belongs to the technical field of prefabricated concrete buildings, and in particular relates to a concrete beam-column node connection device based on a spindle-type self-resetting damper. Background Art

[0002] The beam-column joint is a vital structural part. It plays the role of transmitting and distributing internal forces in the frame and ensuring the integrity of the structure. It is the key to ensuring the bearing capacity and anti-collapse ability of the frame. Its failure may cause continuous damage to the structure and even cause serious damage that endangers life safety.

[0003] In the existing technology, for prefabricated frame structures, the beam-column joint is a weak link. The traditional wet operation connection method of the beam-column joint is restricted by the working space, construction technology and other aspects. It will face various difficulties when fully applied to the prefabricated beam-column joint, and it cannot meet the development concept of green, environmental protection, energy saving and high efficiency of prefabricated buildings. With the continuous development of prefabricated buildings, various dry connection technologies have gradually emerged in beam-column joints, such as sleeve grouting connection, grouting anchor connection and post-cast strip connection. Among them, the sleeve grouting connection has a significantly increased cost in engineering applications due to the complex processing technology and the special nature of the product, and its quality is difficult to detect, which restricts its application and development; the grouting anchor connection has an eccentric force transmission mechanism, and its mechanical properties, especially the safety of the core area of the beam-column joint in the seismic structure, are difficult to guarantee; the post-cast strip connection is prone to steel corrosion, and slag inclusions are difficult to clean. At the same time, due to the dense distribution of steel bars in the core area of the node, the quality of post-casting is difficult to guarantee, and the weak surface formed by splicing will reduce the reliability of the structure. In addition, the above connection methods often delay the structure from entering the plastic working stage and reduce plastic deformation by increasing the bearing capacity. Therefore, the energy consumption capacity is poor and cannot meet the performance design goals of the structural seismic resistance.

[0004] Therefore, there is an urgent need to improve the defects in the prior art. Summary of the Invention

[0005] In order to solve the above problems existing in the prior art, the present invention provides a concrete beam-column node connection device based on a spindle-type self-resetting damper. The technical problem to be solved by the present invention is achieved through the following technical solutions:

[0006] In a first aspect, the present invention provides a concrete beam-column node connection device based on a spindle-type self-resetting damper, comprising:

[0007] The precast reinforced concrete lower column includes a fixing bolt located at a first end of the precast reinforced concrete lower column; and an outer steel cladding located on a side of the first end of the precast reinforced concrete lower column;

[0008] A precast reinforced concrete upper column, comprising a column end connector located at a first end of the precast reinforced concrete upper column, the column end connector being assembled with a fixing bolt for fixing the precast reinforced concrete upper column to the precast reinforced concrete lower column;

[0009] A precast reinforced concrete beam comprising at least two steel boxes located at a first end of the precast reinforced concrete beam, the steel boxes being fixedly connected to the outer steel cladding for fixing the precast reinforced concrete beam to a side surface of a precast reinforced concrete lower column;

[0010] The damper includes a spindle-shaped inner cavity, a guide tube is provided in the middle position of the spindle-shaped inner cavity, an inner rod is fixed to the first end of the guide tube, and an end block is fixed to the second end of the guide tube; the middle position of the guide tube includes a ring spring group, the ring spring group includes an inner ring spring and an outer ring spring, the inner ring springs are arranged at intervals and sleeved on the guide tube, the inner ring spring close to the first end of the inner rod is limited by the first gasket, and the inner ring spring close to the second end of the inner rod is limited by the second gasket; the outer ring spring is sleeved on the inner ring spring, and the same outer ring spring is sleeved on two adjacent inner ring springs; the damper fixedly connects the steel box and the outer steel, and the damper is in a compressed or stretched state, and the ring spring groups are all in a compressed state.

[0011] Beneficial effects of the present invention:

[0012] (1) The present invention provides a concrete beam-column node connection device based on a spindle-type self-resetting damper. The damper adopts a high-strength steel inner ring spring and an SMA outer ring spring to form a spindle-type ring spring group. Regardless of whether the damper is under tension or compression, the ring spring group is in a compressed state. The superelasticity of the SMA ring spring is used to provide a stable restoring force, and the beam-column node is self-reset after the earthquake. Under the action of an earthquake, when the damper is in a compressed or tensile state, the ring spring group is compressed, and the load is transferred from the inner rod to the friction plate. The seismic energy is dissipated by the friction between the contact surface of the high-strength steel inner ring spring and the SMA outer ring spring. The spindle-type ring spring group design can maximize the contact area in a limited space, better dissipating the seismic energy. At the same time, friction energy is also dissipated between the friction plate at the front end of the damper and the spindle-type outer cylinder, achieving a double energy dissipation effect.

[0013] (2) The present invention provides a concrete beam-column node connection device based on a spindle-type self-resetting damper. When the damper is in a stress-free state, the ring spring group is in an initial pre-tightened and compressed state, providing initial stiffness for the node; when the damper is subjected to stress and energy consumption, the actual components are always in an elastic state, and can survive multiple earthquakes without damage; the self-resetting and energy consumption performance of the beam-column node can be changed by adjusting the wedge ratio, size, number and pre-tightening force of the high-strength steel inner ring spring and the SMA outer ring spring, thereby meeting various earthquake resistance requirements; when the damper is damaged under the action of a large earthquake, the damper can be quickly replaced and repaired after the earthquake.

[0014] (3) The present invention provides a concrete beam-column node connection device based on a spindle-type self-resetting damper. When a large relative rotation occurs between the prefabricated beams and columns, the ring spring group in the damper reaches the ultimate compression state and cannot dissipate energy. At this time, it will enter the second stage of energy dissipation. Friction can still occur between the friction energy dissipation inner plate and the friction energy dissipation outer plate to dissipate seismic energy, thereby avoiding damage to the main structural components and achieving a higher level of structural seismic performance goals.

[0015] (4) The present invention provides a concrete beam-column node connection device based on a spindle-type self-resetting damper, which includes a precast reinforced concrete lower column, a precast reinforced concrete upper column, a precast reinforced concrete beam and a damper, wherein the precast reinforced concrete lower column and the precast reinforced concrete upper column are connected in a column-type manner, and the precast reinforced concrete beam is connected to the precast reinforced concrete lower column and the precast reinforced concrete upper column in a box-type manner, and then reinforced by a damper; that is, under the action of an earthquake, it can continuously exert a stable energy dissipation effect and can achieve self-resetting after the earthquake.

[0016] The present invention will be further described in detail below with reference to the accompanying drawings and embodiments. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 This is a structural schematic diagram of a concrete beam-column node connection device based on a spindle-type self-resetting damper provided in an embodiment of the present invention;

[0018] Figure 2 This is a structural diagram of a prefabricated reinforced concrete lower column provided by an embodiment of the present invention;

[0019] Figure 3 This is a structural diagram of a prefabricated reinforced concrete upper column provided by an embodiment of the present invention;

[0020] Figure 4 This is a structural diagram of a prefabricated reinforced concrete beam provided by an embodiment of the present invention;

[0021] Figure 5 This is a structural diagram of a column end connector provided by an embodiment of the present invention;

[0022] Figure 6 This is a structural diagram of a steel box provided by an embodiment of the present invention;

[0023] Figure 7 is a structural schematic diagram of a damper provided by an embodiment of the present invention;

[0024] Figure 8 This is a structural diagram of an inner plate and an outer plate provided by an embodiment of the present invention;

[0025] Figure 9It is a partial schematic diagram of a damper provided by an embodiment of the present invention. DETAILED DESCRIPTION

[0026] The present invention will be further described in detail below with reference to specific examples, but the embodiments of the present invention are not limited thereto.

[0027] See Figures 1 to 6 , Figure 1 This is a structural diagram of a concrete beam-column node connection device based on a spindle-type self-resetting damper provided by an embodiment of the present invention. Figure 2 This is a structural diagram of a prefabricated reinforced concrete lower column provided by an embodiment of the present invention. Figure 3 This is a structural diagram of a prefabricated reinforced concrete upper column provided by an embodiment of the present invention. Figure 4 This is a structural diagram of a prefabricated reinforced concrete beam provided by an embodiment of the present invention. Figure 5 This is a structural diagram of a column end connector provided by an embodiment of the present invention. Figure 6 This is a structural diagram of a steel box provided by an embodiment of the present invention. Figure 7 : is a structural diagram of a damper provided by an embodiment of the present invention. The present invention provides a concrete beam-column node connection device based on a spindle-type self-resetting damper, comprising:

[0028] The precast reinforced concrete lower column 1 includes a fixing bolt 104 located at a first end of the precast reinforced concrete lower column 1; and further includes an outer steel 102 located on a side of the first end of the precast reinforced concrete lower column 1;

[0029] The precast reinforced concrete upper column 2 includes a column end connector 4 located at a first end of the precast reinforced concrete upper column 2 , the column end connector 4 being assembled with a fixing bolt 104 for fixing the precast reinforced concrete upper column 2 to the precast reinforced concrete lower column 1 ;

[0030] The precast reinforced concrete beam 3 includes at least two steel boxes 5 located at a first end of the precast reinforced concrete beam 3 , the steel boxes 5 being fixedly connected to the outer steel cladding 102 and used to fix the precast reinforced concrete beam 3 to the side of the precast reinforced concrete lower column 1 ;

[0031] The damper 6 includes a spindle-shaped inner cavity 614, and a guide tube 604 is provided in the middle position of the spindle-shaped inner cavity 614. The inner rod 602 is fixed to the first end of the guide tube 604, and the end block 611 is fixed to the second end of the guide tube 604; the middle position of the guide tube 604 includes a ring spring group, which includes an inner ring spring 606 and an outer ring spring 607. The inner ring springs 606 are arranged at intervals, and the inner ring spring 606 near the first end of the inner rod 602 is limited by the first gasket 608-1, and the inner ring spring 606 near the second end of the inner rod 602 is limited by the second gasket 608-2; the outer ring spring 607 is sleeved on the inner ring spring 606, and the same outer ring spring 607 is sleeved on two adjacent inner ring springs 606; the damper 6 fixedly connects the steel box 5 and the outer steel 102, and the damper 6 is in a compressed or stretched state, and the ring spring groups are all in a compressed state.

[0032] For more details, please see Figures 1 to 6 As shown, a concrete beam-column node connection device based on a spindle-type self-resetting damper is provided in this embodiment, comprising a precast reinforced concrete lower column 1, a precast reinforced concrete upper column 2, a precast reinforced concrete beam 3 and a damper 6, wherein the precast reinforced concrete lower column 1 and the precast reinforced concrete upper column 2 are connected in a column-type manner, and the precast reinforced concrete beam 3 is connected in a box-type manner with the precast reinforced concrete lower column 1 and the precast reinforced concrete upper column 2, and then reinforced by the damper 6; that is, under the action of an earthquake, it can continuously exert a stable energy dissipation effect and can achieve self-reset after the earthquake.

[0033] The precast reinforced concrete lower column 1 is connected by binding the first longitudinal reinforcement 105 and the first stirrup 107 to form a reinforcement skeleton. The steel bar connecting sleeve 103 is screwed into the first longitudinal reinforcement 105 at the first end of the precast reinforced concrete lower column 1. The steel bar connecting sleeve 103 is also provided with a fixing bolt 104. It can also be understood that the steel bar connecting sleeve 103 fixes the first longitudinal reinforcement 105 and the fixing bolt 104 to be fixedly connected, and the fixing bolt 104 extends out for fixed connection with the precast reinforced concrete upper column 2; in order to strengthen the connection and increase the shear bearing capacity of the node area, the first U-shaped steel bar 101 is bound and connected with the first stirrup 107; in addition, the outer steel 102 is provided on the side of the first end of the precast reinforced concrete lower column 1, and the outer steel 102 is used to be fixedly connected with the precast reinforced concrete beam 3. It should be noted that the outer steel 102 is fixedly connected to the prefabricated reinforced concrete beam 3 by bolts 610; the outer steel 102 is used in the core area column of the node, which has a greater restraining effect on the concrete in the core area of the node, significantly improves the bearing capacity of the node, and realizes the damage mode of "strong node and weak component"; at this time, it is necessary to set an opening at the corresponding position of the outer steel 102 and embed the bolt rod 303.

[0034] The precast reinforced concrete upper column 2 is connected by the second longitudinal reinforcement 204 and the second stirrup 207 to form a reinforcement skeleton, wherein the second longitudinal reinforcement 204 and the parallel reinforcement 202 at the first end of the precast reinforced concrete upper column 2 are sleeved by the spiral ring reinforcement 203. The spiral ring reinforcement 203 at the four corners of the column end has a strong restraining effect on the corner concrete, which can effectively avoid the appearance of plastic hinges at the column end, transfer the deformation of the beam-column node to the beam end, and form a "beam hinge type" plastic energy dissipation mechanism with good ductility and plastic energy dissipation capacity. At the same time, the parallel reinforcement 202 is used at the column end to jointly improve the bearing capacity of the column, realize the damage mode of "strong column and weak beam", and reduce the main damage to the structure. The energy should be concentrated on the beam end damper 6 and the friction energy dissipation outer plate 701, which reduces the internal force demand of the adjacent beam components. Under the action of a large earthquake, the beam components can also be in a low-damage state; further, the second longitudinal reinforcement 204 and the parallel reinforcement 202 are welded to the column end connector 4 at the same time. A through hole is also provided on the column end connector 4, and a position of the fixing bolt 104 is reserved. In this way, the precast reinforced concrete upper column 2 and the precast reinforced concrete lower column 1 are fixedly connected by the column end connector 4 and the fixing bolt 104; in addition, in order to strengthen the connection and increase the shear bearing capacity of the node area, the second U-shaped steel bar 201 and the second stirrup 207 are used for binding connection.

[0035] The precast reinforced concrete beam 3 is formed by binding the inner longitudinal reinforcement 301 and the third stirrup 306 to form a steel skeleton. The inner longitudinal reinforcement 301 at the first end of the precast reinforced concrete beam 3 is welded to the weldment 302, the weldment 302 is welded to the steel box 5, and two steel boxes 5 arranged at intervals are welded. An opening is provided on the steel box 5 for passing the bolt rod 303, and a nut is assembled on the bolt rod 303 to realize the fixed connection between the precast reinforced concrete beam 3 and the outer steel 102; an inner plate 702 is also provided in the gap of the steel box 5, and the inner plate 702 is welded to the two steel boxes 5; in addition, in order to strengthen the connection and increase the shear bearing capacity of the node area, the third U-shaped steel bar 305 is connected to the inner stirrup 304 at the beam end by binding; it should be noted that the bolt rod 303 and the steel box 5 jointly provide bending stiffness for the node, and its bending stiffness is better than that of traditional nodes.

[0036] The damper 6 is a spindle-type self-resetting damper 6, which mainly includes a ring spring group, which is composed of an inner ring spring 606 and an outer ring spring 607. The inner ring spring 606 is sleeved on the guide tube 604 at intervals, and the inner ring spring 606 is annular and includes two beveled outer ring surfaces. It should be noted that the interval between the two adjacent inner ring springs 606 is set accordingly in actual application, and the present invention is not limited thereto; the outer ring spring 607 is sleeved on the inner ring spring 606, and the outer ring spring 607 is annular and includes two beveled inner ring surfaces. The same outer ring spring 607 is sleeved on the two adjacent inner ring springs 606, and the outer ring surface of the inner ring spring 606 is in contact with the inner ring surface of the outer ring spring 607; it can be understood that no matter whether the damper 6 is in a compressed or stretched state, the ring spring group is in a compressed state, that is, the gap between the adjacent inner ring springs 606 is reduced, and the inner ring spring 60 The contact area between the outer ring surface of 6 and the inner ring surface of the outer ring spring 607 is increased; in this way, the seismic energy is dissipated by the friction between the contact surfaces of the inner ring spring 606 and the outer ring spring 607; in addition, the two ends of the guide tube 604 are fixedly connected to the inner rod 602 and the end block 611 respectively, and the two ends of the ring spring group are respectively provided with a first gasket 608-1 and a second gasket 608-2, which play a role of limiting, that is, in the spindle-shaped inner cavity 614 formed by the spindle-shaped outer cylinder 605, the first gasket 608-1 and the second gasket 608-2 always limit the ring spring group to the first area of the spindle-shaped inner cavity 614; it can be understood that the inner rod 602, the guide tube 604 and the fastening nut 612 are used to limit the ring spring group to the first area of the spindle-shaped inner cavity 614; please continue to refer to Figure 7 As shown, Figure 7 The left side of the figure shows that the damper 6 is in a compressed state, and the ring spring assembly is limited by the second gasket 608-2; Figure 7 The middle figure shows the damper 6 in a natural state, with the ring spring assembly located between the first gasket 608 - 1 and the second gasket 608 - 2 ; Figure 7 The right side of the figure shows that the damper 6 is in an elevated state, and the ring spring assembly is limited by the first gasket 608 - 1 . As can be seen from the figure, no matter the damper 6 is in a compressed or elevated state, the ring spring assembly is in a compressed state.

[0037] The prepared precast reinforced concrete upper column 2 is placed on the precast reinforced concrete lower column 1, and the precast reinforced concrete beam 3 is then fixed to the outer steel cladding 102 of the precast reinforced concrete lower column 1 to achieve a box-type connection. The outer steel cladding 102 is then fixed to the steel box 5 via the damper 6, and the seismic energy is dissipated through friction between the contact surfaces of the inner ring spring 606 and the outer ring spring 607 of the damper 6. In addition, the precast reinforced concrete upper column 2, the precast reinforced concrete lower column 1, the precast reinforced concrete beam 3, and the damper 6 can all be manufactured in a factory and assembled directly on-site. The process is simple and the requirements for construction personnel are not high. It can greatly reduce on-site wet concrete work and various complex grouting processes, meet the development concept of green and environmental protection of prefabricated buildings, have high construction efficiency, and strong engineering applicability.

[0038] It should be noted that the number, stiffness and deformation requirements of the inner ring spring 606 and the outer ring spring 607 included in the ring spring group can be determined according to actual conditions, and the present invention does not limit this. The self-resetting and energy dissipation performance of the beam-column node can also be changed by adjusting the wedge rate, size, number and pre-tightening force of the inner ring spring 606 and the outer ring spring 607, so as to meet various seismic requirements. When the damper 6 is damaged under the action of a large earthquake, the damper 6 can be quickly replaced and repaired after the earthquake.

[0039] It should be noted that Figure 1 The illustrated embodiment only schematically illustrates the positional relationship between the precast reinforced concrete lower column 1 , the precast reinforced concrete upper column 2 , the precast reinforced concrete beam 3 , and the damper 6 , and does not represent their actual dimensions; Figure 2 The illustrated embodiment only schematically illustrates the internal structure of the prefabricated reinforced concrete lower column 1 and does not represent its specific dimensions; Figure 3 The illustrated embodiment only schematically illustrates the internal structure of the prefabricated reinforced concrete upper column 2 and does not represent its specific dimensions; Figure 4 The illustrated embodiment only schematically illustrates the internal structure of the prefabricated reinforced concrete beam 3 and does not represent its specific dimensions; Figure 5 The illustrated embodiment only schematically illustrates the structure of the column end connector 4 and does not represent its specific dimensions; Figure 6 The illustrated embodiment only schematically shows the structural diagram of the steel box 5 and does not represent its specific dimensions.

[0040] In an optional embodiment of the present application, see Figure 8 , and combined with Figure 1 As shown, Figure 8 7 is a structural diagram of an inner plate and an outer plate provided in an embodiment of the present invention. The precast reinforced concrete beam 3 further includes an inner plate 702, which is located at a first end of the precast reinforced concrete beam 3, between adjacent steel boxes 5, and fixedly connected to the steel boxes 5;

[0041] It also includes: an outer plate 701, which is L-shaped, at least part of the outer plate 701 is fixedly connected to the inner plate 702, and at least part of the outer plate 701 is fixedly connected to the outer steel 102.

[0042] For more details, please see Figure 8 As shown, the precast reinforced concrete beam 3 in this embodiment further includes an inner plate 702, which is located at the first end of the precast reinforced concrete beam 3, between adjacent steel boxes 5, and fixedly connected to the steel boxes 5; this embodiment further includes an outer plate 701, which is L-shaped, with a portion of the outer plate 701 fitted and fixedly connected to the inner plate 702, and another portion of the outer plate 701 fitted and fixedly connected to the outer steel 102; when a major earthquake occurs, a large rotation occurs between the precast beams and columns, and the ring spring group in the damper 6 reaches the ultimate compression state and cannot dissipate energy, then enters the second stage energy dissipation state, and friction can still occur between the outer plate 701 and the inner plate 702 to dissipate earthquake energy, thereby avoiding damage to the main structure of the precast beams and columns and achieving a higher level of structural ground resistance performance.

[0043] In this embodiment, under the action of a small or moderate earthquake, it is in the first stage of energy consumption, which is mainly provided by the damper 6. Under the action of a large earthquake, it is in the second stage of energy consumption, which is generated by the friction between the walls of the friction energy-absorbing inner and outer plates 701. The action of the energy consumption mechanism reduces the seismic response of the entire structure. The deformation of the structure is mainly concentrated on the damper 6 and the friction energy-absorbing outer plate 701. The main components such as beams and columns are in an undamaged or low-damaged mode and continue to maintain an elastic state. The damper 6 and the friction energy-absorbing inner plate 702 are fixed by bolts 8. If damage occurs after the earthquake, repair and replacement are convenient and quick, and the structural function and mechanical properties are restored simultaneously, showing the two major advantages of optimization of the damage mechanism and easy repair after the earthquake.

[0044] It should be noted that Figure 8 The illustrated embodiment only schematically shows the structural diagram of the outer plate 701 and the inner plate 702 and does not represent their specific dimensions.

[0045] In an optional embodiment of the present application, the contact area between the inner ring spring 606 and the outer ring spring 607 gradually increases from the two end positions of the ring spring assembly toward the middle position.

[0046] Specifically, in this embodiment, the inner ring spring 606 and the outer ring spring 607 in the ring spring group are arranged differently, that is, the contact area between the inner ring spring 606 and the outer ring spring 607 located in the middle position of the ring spring group is larger, and the contact area between the inner ring spring 606 and the outer ring spring 607 located at the two ends of the ring spring group is smaller; it can also be understood that the outer ring surface of the inner ring spring 606 and the inner ring surface of the outer ring spring 607 are arranged differently to achieve the difference in contact area between the inner ring spring 606 and the outer ring spring 607; in this way, the contact area between the inner ring spring 606 and the outer ring spring 607 is maximized, and the seismic energy is better dissipated.

[0047] In an optional embodiment of the present application, please continue to refer to Figure 7 As shown, the damper 6 further includes a spindle-shaped outer cylinder 605 , and a spindle-shaped inner cavity 614 is formed inside the spindle-shaped outer cylinder 605 ;

[0048] At least two spindle-shaped outer cylinders 605 are provided. The first ends of the two spindle-shaped outer cylinders 605 are fixedly connected by a bolt 610 . A friction plate 603 is sleeved on the bolt 610 . The friction plate 603 is located outside the spindle-shaped outer cylinder 605 .

[0049] For more details, please see Figure 7 As shown, in this embodiment, the spindle-shaped inner cavity 614 is defined by a spindle-shaped outer cylinder 605. Two spindle-shaped outer cylinders 605 are provided. The first ends of the two spindle-shaped outer cylinders 605 are fixedly connected by a bolt 610. A friction plate 603 is also sleeved on the bolt 610. The friction plate 603 is located on the outside of the spindle-shaped outer cylinder 605. In this way, under the action of an earthquake, when the damper 6 is in a compressive or tensile state, the ring spring group is compressed, and the load is transferred from the inner rod 602 to the friction plate 603.

[0050] In an optional embodiment of the present application, see Figure 9 , and combined with Figure 1 As shown, Figure 9 6 is a partial schematic diagram of the damper 6 provided in an embodiment of the present invention. A non-asbestos friction sheet 613 is further provided between the friction plate 603 and the spindle-shaped outer cylinder 605 .

[0051] For more details, please see Figure 9 As shown, in this embodiment, a non-asbestos friction sheet 613 is further provided between the friction plate 603 and the outer surface of the spindle-shaped outer cylinder 605. Friction energy can be dissipated between the non-asbestos friction sheet 613 and the spindle-shaped outer cylinder 605, thereby achieving frictional dissipation of seismic energy.

[0052] In an optional embodiment of the present application, please continue to refer to Figure 7As shown, the second end of the spindle-shaped outer cylinder 605 is fixed with a cylindrical outer cylinder, and a first connecting ear 601-1 is provided on the outside of the cylindrical outer cylinder 609, which is fixedly connected to the steel box 5 or the outer steel 102 through the first connecting ear 601-1;

[0053] The end of the inner rod 602 is provided with a second connecting ear 601 - 2 , which is fixedly connected to the steel box 5 or the outer steel 102 through the second connecting ear 601 - 2 .

[0054] For more details, please see Figure 7 As shown, in this embodiment, the cylindrical outer tube provides a movable space for the end block 611 on the one hand, and on the other hand, the first connecting ear 601-1 of the cylindrical outer tube is used to achieve a fixed connection with the steel box 5 or the outer steel 102; the end of the inner rod 602 is provided with a second connecting ear 601-2, which is used to achieve a fixed connection with the steel box 5 or the outer steel 102; in this way, by providing the first connecting ear 601-1 and the second connecting ear 601-2, the damper 6 is fixed to the steel box 5 and the outer steel 102.

[0055] In an optional embodiment of the present application, please continue to refer to Figure 2 As shown, the precast reinforced concrete lower column 1 includes a first stirrup 107 , and a first end of the precast reinforced concrete lower column 1 is tied and connected to the first stirrup 107 through a first U-shaped steel bar 101 .

[0056] In an optional embodiment of the present application, please continue to refer to Figure 3 As shown, the precast reinforced concrete upper column 2 includes a second stirrup 207 , and the first end of the precast reinforced concrete upper column 2 is tied and connected to the second stirrup 207 through a second U-shaped steel bar 201 .

[0057] In an optional embodiment of the present application, please continue to refer to Figure 4 As shown, the precast reinforced concrete beam 3 includes internal stirrups 304 at the beam ends, and the first end of the precast reinforced concrete beam 3 is tied and connected to the internal stirrups 304 at the beam ends through a third U-shaped steel bar 305 .

[0058] For more details, please see Figures 1 to 4 As shown, in this embodiment, the first end of the precast reinforced concrete lower column 1 is tied and connected with the first stirrup 107 through the first U-shaped steel bar 101, the first end of the precast reinforced concrete upper column 2 is tied and connected with the second stirrup 207 through the second U-shaped steel bar 201, and the first end of the precast reinforced concrete beam 3 is tied and connected with the inner stirrup 304 at the beam end through the third U-shaped steel bar 305; in this way, measures such as pre-embedded U-shaped steel bars at the column end, pre-embedded U-shaped steel bars at the beam end and inner stirrups in the core area of the beam-column node effectively transfer the shear force of the node area, enhance the shear bearing capacity of the node area, and realize the damage mode of "strong shear and weak bending".

[0059] In an optional embodiment of the present application, the material of the inner ring spring 606 is a shape memory alloy; optionally, it can be a NiTi alloy material;

[0060] The material of the outer ring spring 607 is high-strength steel, usually referring to a yield strength above Q460.

[0061] It should be noted that, in this document, relational terms such as first and second are used solely to distinguish one entity or operation from another, and do not necessarily require or imply any actual relationship or order between these entities or operations. Furthermore, the terms "comprise," "include," or any other variations thereof are intended to encompass non-exclusive inclusion, such that an article or device comprising a list of elements includes not only those elements but also other elements not explicitly listed. Without further limitation, an element defined by the phrase "comprising a..." does not preclude the presence of additional identical elements in the article or device comprising the element. Terms such as "connected" or "connected" are not limited to physical or mechanical connections but may include electrical connections, whether direct or indirect. References to orientations or positional relationships, such as "upper," "lower," "left," and "right," are based on the orientations or positional relationships shown in the accompanying drawings and are intended solely to facilitate description and simplify the description of the present invention. They do not indicate or imply that the device or element referred to must have, be constructed, or operate in a specific orientation, and are therefore not to be construed as limiting the present invention.

[0062] In the description of this specification, the reference terms "one embodiment," "some embodiments," "example," "specific example," or "some examples" mean that the specific features or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features or characteristics described can be combined in any suitable manner in one or more embodiments or examples. In addition, those skilled in the art can combine and combine different embodiments or examples described in this specification.

[0063] The above is a further detailed description of the present invention in conjunction with specific preferred embodiments, and the specific implementation of the present invention should not be considered to be limited to these descriptions. For those skilled in the art of the present invention, without departing from the concept of the present invention, several simple deductions or substitutions can be made, which should be considered to fall within the scope of protection of the present invention.

Claims

1. A concrete beam-column node connection device based on a spindle-type self-resetting damper, characterized in that: include: A precast reinforced concrete lower column, comprising a fixing bolt located at a first end of the precast reinforced concrete lower column; and an outer steel cladding located on a side of the first end of the precast reinforced concrete lower column; A precast reinforced concrete upper column, comprising a column end connector located at a first end of the precast reinforced concrete upper column, the column end connector being assembled with the fixing bolt for fixing the precast reinforced concrete upper column to the precast reinforced concrete lower column; A precast reinforced concrete beam comprising at least two steel boxes located at a first end of the precast reinforced concrete beam, the steel boxes being fixedly connected to the outer steel cladding and used to fix the precast reinforced concrete beam to the side of the precast reinforced concrete lower column; the precast reinforced concrete beam further comprising an inner plate located at the first end of the precast reinforced concrete beam, between adjacent steel boxes, and fixedly connected to the steel boxes; It also includes: an outer plate, which is L-shaped, at least part of which is fixedly connected to the inner plate, and at least part of which is fixedly connected to the outer steel; The damper comprises a spindle-shaped inner cavity, a guide tube is provided in the middle position of the spindle-shaped inner cavity, an inner rod is fixed to the first end of the guide tube, and an end block is fixed to the second end of the guide tube; a ring spring group is provided in the middle position of the guide tube, and the ring spring group comprises an inner ring spring and an outer ring spring, the inner ring springs are arranged at intervals and sleeved on the guide tube, the inner ring spring close to the first end of the inner rod is limited by a first gasket, and the inner ring spring close to the second end of the inner rod is limited by a second gasket; the outer ring spring is sleeved on the inner ring spring, and the same outer ring spring is sleeved on two adjacent inner ring springs; the damper The steel box is fixedly connected to the outer steel, and the damper is in a compressed or stretched state, and the ring spring groups are all in a compressed state; the damper also includes a spindle-shaped outer cylinder, and a spindle-shaped inner cavity is formed inside the spindle-shaped outer cylinder; at least two spindle-shaped outer cylinders are provided, and the first ends of the two spindle-shaped outer cylinders are fixedly connected by bolts, and a friction plate is also sleeved on the bolt, and the friction plate is located on the outside of the spindle-shaped outer cylinder; a non-asbestos friction plate is also provided between the friction plate and the spindle-shaped outer cylinder; wherein, the material of the inner ring spring is shape memory alloy, and the material of the outer ring spring is high-strength steel.

2. The concrete beam-column node connection device based on the spindle-type self-resetting damper according to claim 1 is characterized in that: From the two ends of the ring spring assembly toward the middle, the contact area between the inner ring spring and the outer ring spring gradually increases.

3. The concrete beam-column node connection device based on the spindle-type self-resetting damper according to claim 1 is characterized in that: A cylindrical outer cylinder is fixed to the second end of the spindle-shaped outer cylinder, and a first connecting ear is provided on the outside of the cylindrical outer cylinder, which is fixedly connected to the steel box or the outer steel cladding through the first connecting ear; The end of the inner rod is provided with a second connecting ear, which is fixedly connected to the steel box or the outer steel via the second connecting ear.

4. The concrete beam-column node connection device based on the spindle-type self-resetting damper according to claim 1 is characterized in that: The prefabricated reinforced concrete lower column includes a first stirrup, and the first end of the prefabricated reinforced concrete lower column is tied and connected to the first stirrup through a first U-shaped steel bar.

5. The concrete beam-column node connection device based on the spindle-type self-resetting damper according to claim 1 is characterized in that: The prefabricated reinforced concrete upper column includes a second stirrup, and the first end of the prefabricated reinforced concrete upper column is tied and connected to the second stirrup through a second U-shaped steel bar.

6. The concrete beam-column node connection device based on the spindle-type self-resetting damper according to claim 1 is characterized in that: The prefabricated reinforced concrete beam includes inner stirrups at the beam ends, and the first end of the prefabricated reinforced concrete beam is tied and connected to the inner stirrups at the beam ends through a third U-shaped steel bar.

Images