Buckling-restrained combined energy dissipation support provided with self-resetting pull rods

Abstract

The invention discloses a buckling-restrained combined energy dissipation support provided with self-resetting pull rods, and relates to the technical field of energy dissipation support structures. The buckling-restrained brace comprises an energy consumption plate, connecting pieces and buckling-restrained brace assemblies, the four corners of the energy consumption plate are detachably provided with the connecting pieces respectively, each connecting piece is provided with one buckling-restrained brace assembly or one buckling-restrained brace assembly, one end of each buckling-restrained brace assembly is welded to the corresponding connecting piece, and the other end of each buckling-restrained brace assembly is welded to a frame beam. The diagonal lines of each buckling-restrained brace assembly and the corresponding energy consumption plate are on the same straight line; the buckling-restrained brace assembly comprises an inner core pipe, an outer sleeve, a self-resetting pull rod, a connecting end plate, a restraint ring and an end limiting ring. According to the steel plate shear wall structure, the buckling-restrained brace assemblies of the self-resetting pull rods are used for energy dissipation supporting, and the problems that an existing steel plate shear wall structure is poor in energy dissipation capacity, low in lateral rigidity, high in post-earthquake repair cost and the like are solved by combining the stable energy dissipation plates with high energy absorption strength.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of energy dissipation support structure, and particularly relates to a buckling-restrained combined energy dissipation support with self-resetting pull rods. BACKGROUND

[0002] As a lateral force resisting system, the steel plate shear wall structure is subjected to buckling deformation of the built-in thin steel plate to form diagonal tension to dissipate seismic energy. The steel plate diagonal tension band and the central region of the steel plate truly play the role of plastic deformation to absorb energy. The remaining area of the steel plate does not fully play a role, and therefore the part of the plate wall that cannot fully play a role needs to be reasonably removed to allow the steel plate wall tension band and the central region to fully play a role.

[0003] The force of the tension band is similar to the force of the support, and the tension band basically has no compression capacity and can only work in one direction. Therefore, the tension band needs to have the ability to work throughout the process. At the same time, under the action of horizontal load, the thin steel plate is always accompanied by large out-of-plane deformation and a drum-like buckling sound. This means that under the action of large wind load or earthquake, the applicability is poor and the living comfort is not ideal. With the change of load direction, the built-in steel plate of the steel plate shear wall alternately appears as a drum-shaped tension band along two diagonal lines. The intersection of the tension bands cracks due to repeated concave-convex deformation and causes corner damage, affecting the energy dissipation performance of the structure and increasing the post-earthquake repair cost. SUMMARY

[0004] The present application aims to provide a buckling-restrained combined energy dissipation support with self-resetting pull rods, which solves the problems of poor energy dissipation capacity, low lateral stiffness, and high post-earthquake repair cost of the existing steel plate shear wall structure by using the buckling-restrained support assembly with self-resetting pull rods and combining with a stable and high-strength energy dissipation plate.

[0005] To solve the above technical problems, the present application is realized by the following technical scheme:

[0006] The present application is a buckling-restrained combined energy dissipation support with self-resetting pull rods, which includes an energy dissipation plate, a connecting piece, and a buckling-restrained support assembly. The energy dissipation plate has a connecting piece detachably installed at each of the four corner positions. One or two buckling-restrained support assemblies are installed on each connecting piece. One end of the buckling-restrained support assembly is welded to the connecting piece, and the other end is welded to the frame beam. The diagonal line of each buckling-restrained support assembly and its corresponding energy dissipation plate are on the same straight line.

[0007] The buckling-resistance brace assembly includes a core tube, an outer tube, self-resetting tie rods, connecting end plates, constraint rings, and end limiting rings. Multiple constraint rings are evenly spaced on the outer wall of the core tube, and end limiting rings are fitted at both ends of the outer wall of the core tube. The outer tube is fitted over the constraint rings and end limiting rings. Two self-resetting tie rods are inserted inside the core tube. A connecting end plate is respectively engaged at the end of each of the two end limiting rings. Both ends of the two self-resetting tie rods penetrate the two connecting end plates, and both ends of the self-resetting tie rods are fixed to the connecting end plates with fastening nuts.

[0008] The present invention is further configured such that the energy-consuming plate includes a square frame and an energy-absorbing plate, and an energy-absorbing plate is welded to the middle position of the inner side of the square frame to stabilize the square frame. The square frame is provided with two rows of first bolt holes on both sides of the four corner positions.

[0009] The present invention is further configured such that the connector includes an L-shaped plate, a reinforcing beam plate and a mounting plate, wherein an intersecting reinforcing beam plate is connected to the middle position of the outer side wall of the L-shaped plate, and a corner reinforcing beam plate is provided at the corner position of the outer side wall of the L-shaped plate. A cross plane is cut out at the top of the intersection of the intersecting reinforcing beam plate and the corner reinforcing beam plate, and a mounting plate is welded on the cross plane.

[0010] The L-shaped plate is provided with four rows of second bolt holes that match the first bolt holes. After the first bolt holes and the second bolt holes are matched, they are fixed with bolts and nuts.

[0011] The invention is further configured such that the two ends of the self-resetting tie rod are respectively welded to the mounting plate and the frame beam by penetration welding.

[0012] The invention is further configured such that the inner diameter of the core tube is D, the diameter of the self-resetting pull rod is d, the length of d is 1 / 10 to 1 / 8 of the length of D, and the self-resetting pull rod is a 10.9 grade or 12.9 grade high-strength long bolt rod.

[0013] The present invention is further configured such that the length of the constraint ring is 50-150mm, at least 3 constraint rings are fitted on the core tube, and the two ends of the constraint rings are welded to the core tube after they are fitted on the core tube.

[0014] The constraint ring wall at the middle position of the core tube is provided with first pin holes, and the outer wall at the middle position of the outer tube is provided with second pin holes. The first pin holes and the second pin holes are matched and corresponding, and then the pins are used for positioning and fixing.

[0015] The present invention is further configured such that the long side of the energy-consuming board assembly 1 has a length of a and the short side has a length of b, and satisfies 1≤a / b≤3.

[0016] The present invention is further configured such that the cross-sectional area of ​​the core tube is A, where A = kK. F h / (2Esinθcos 2 θ), where k takes values ​​of 3-5, K F denoted as lateral stiffness of the frame beam structure, h as the floor height of the frame beam, E as the elastic modulus of the core tube 35, and θ as the horizontal angle between the core tube and the frame beam, with a value of 30°-60°.

[0017] The present invention is further configured such that the wall thickness of the core tube is t1, the wall thickness of the constraint ring 33 is t2, the wall thickness of the outer tube is t3, and the values ​​of t1, t2 and t3 are all in the range of 1 / 12-1 / 10D.

[0018] The present invention has the following beneficial effects:

[0019] 1. The buckling-restrained brace assembly with self-resetting tie rods configured in this invention is arranged along the diagonal direction of the energy-dissipating plate (also along the diagonal of the frame beam). The energy-dissipating plate is set within four (or eight) buckling-restrained brace assemblies. The energy-dissipating plate and the buckling-restrained braces with self-resetting tie rods form an energy-dissipating structure. The energy-dissipating plate, as the first energy-dissipating element, can undergo shear yielding and dissipate energy before the buckling-restrained braces with self-resetting tie rods and the main frame structure. The buckling-restrained braces with self-resetting tie rods, as the second energy-dissipating element, supplement energy dissipation, improving the overall seismic performance of the structure. Buckling-restrained braces are installed diagonally. The diagonal buckling-restrained braces simulate the diagonal tensile force field formed when a steel plate shear wall is subjected to lateral forces. By preventing out-of-plane instability along the compression diagonal through the tension along the tension diagonal, seismic energy is dissipated. The excellent energy dissipation capacity of buckling-restrained braces improves the seismic performance of the overall structure, forming a seismic-resistant structural system with sufficient energy dissipation capacity and lateral stiffness, thereby improving the seismic performance level of the structure. Furthermore, the energy dissipation plates and buckling-restrained braces equipped with self-resetting tie rods can be quickly repaired and replaced after an earthquake, showing great application prospects in seismic fortification areas.

[0020] 2. The buckling-restrained brace assembly with self-resetting tie rod of the present invention includes an inner core tube, an outer core tube, a self-resetting tie rod, a fastening nut, a connecting end plate, etc. The outer core tube is located on the outside, and the inner core tube is on the inside. Multiple constraint rings are arranged at intervals between the inner core tube and the outer core tube, which ensures the strength of the buckling-restrained brace under axial force when the entire structure is subjected to lateral force, reduces the generation of bending moment, and the resulting oblique tensile force field dissipates seismic energy, further improving the energy dissipation capacity of the buckling-restrained brace and enhancing the seismic performance of the entire structure. Attached Figure Description

[0021] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0022] Figure 1 This is a structural schematic diagram of a buckling-restrained combined energy dissipation brace with a self-resetting tie rod (one buckling-restrained brace component is configured at each corner).

[0023] Figure 2 This is a structural schematic diagram of a buckling-restrained combined energy-dissipating brace with a self-resetting tie rod (two buckling-restrained brace components are configured at each corner).

[0024] Figure 3 for Figure 1 A schematic diagram of the explosion structure.

[0025] Figure 4 A cross-sectional structural diagram of the anti-buckling brace assembly.

[0026] Figure 5 A schematic diagram of the explosion-proof structure of the buckling-support assembly.

[0027] Figure 6 This is a schematic diagram of the energy-consuming panel.

[0028] Figure 7 This is a structural diagram of the connector (mounting plate removed).

[0029] The attached diagram lists the components represented by each number as follows:

[0030] 1. Energy-dissipating panel assembly; 11. Square frame; 111. First bolt hole; 12. Energy-absorbing plate; 2. Connector; 20. Mounting plate; 21. L-shaped plate; 211. Second bolt hole; 22. Reinforcing beam plate; 221. Cross plane; 3. Buckling-resistance brace assembly; 31. Self-resetting tie rod; 311. Fastening nut; 32. Connecting end plate; 33. Constraint ring; 34. End limiting ring; 35. Core tube; 36. Outer tube; 361. Second pin hole. Detailed Implementation

[0031] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0032] Please seeFigures 1-7 The present invention is a buckling-restrained energy-dissipating brace with a self-resetting tie rod, comprising an energy-dissipating plate assembly 1, a connector 2, and a buckling-restrained brace assembly 3. The connector 2 is detachably installed at the four corners of the energy-dissipating plate assembly 1. One or two buckling-restrained brace assemblies 3 are installed on each connector 2. One end of the buckling-restrained brace assembly 3 is welded to the connector 2, and the other end is welded to the frame beam. The diagonal of each buckling-restrained brace assembly 3 and its corresponding energy-dissipating plate assembly 1 are on the same straight line.

[0033] The buckling brace assembly 3 includes a core tube 35, an outer tube 36, self-resetting tie rods 31, a connecting end plate 32, constraint rings 33, and end limiting rings 34. Multiple constraint rings 33 are evenly spaced on the outer wall of the core tube 35, and end limiting rings 34 are fitted at both ends of the outer wall of the core tube 35. The outer tube 36 is fitted on the constraint rings 33 and the end limiting rings 34. Two self-resetting tie rods 31 are inserted into the core tube 35. A connecting end plate 32 is respectively clamped at the end of the two end limiting rings 34. Both ends of the two self-resetting tie rods 31 pass through the two connecting end plates 32 respectively. The two ends of the self-resetting tie rods 31 are fixed to the connecting end plates 32 with fastening nuts 311.

[0034] Four buckling-restrained brace components 3 with self-resetting tie rods are arranged diagonally along the energy dissipation plate component 1. The energy dissipation plate component 1 is connected between the buckling-restrained brace components 3 with self-resetting tie rods. The energy dissipation plate component 1 and the four buckling-restrained brace components 3 with self-resetting tie rods form an energy dissipation structure. The buckling-restrained brace components 3 with self-resetting tie rods are arranged at an angle to simulate the angled tensile force field formed when a steel plate shear wall is subjected to lateral force, thus dissipating seismic energy. The excellent energy dissipation capacity of the buckling-restrained brace components 3 is utilized. At the same time, the self-resetting tie rods have the characteristics that the stiffness and strength under tension are greater than those under compression, which ensures that the combined support does not experience out-of-plane instability, improves the seismic performance of the overall structure, and forms a seismic-resistant structural system with sufficient energy dissipation capacity and lateral stiffness.

[0035] After buckling, the main load-bearing tension band and the central energy-dissipating area of ​​the steel plate shear wall structure are replaced with buckling-restrained brace assembly 3 and energy-dissipating plate assembly 1 equipped with self-resetting tie rods, respectively. This achieves the purpose of positioning the inelastic deformation of the structure at the energy-dissipating plate assembly 1 and the buckling-restrained brace assembly 3 equipped with self-resetting tie rods. It demonstrates the function of the energy-dissipating plate assembly 1 and the buckling-restrained brace assembly 3 equipped with self-resetting tie rods as seismic ductility fuses to protect the safety of other structural components, improve the seismic performance level of the structure, and the energy-dissipating plate assembly 1 and the buckling-restrained brace assembly 3 equipped with self-resetting tie rods can be quickly repaired and replaced after an earthquake, showing good application prospects in seismic fortification areas.

[0036] Each frame beam structure is equipped with an energy-dissipating structure consisting of an energy-dissipating plate assembly 1 and four buckling-restrained brace assemblies 3 with self-resetting tie rods. In this embodiment, each energy-dissipating structure is equipped with four buckling-restrained brace assemblies 3 (or up to eight). Figure 2 In this embodiment, a buckling-restrained brace assembly 3 with a self-resetting tie rod is provided at each of the four corners of the frame structure. Of course, in other embodiments, five or six can also be provided, that is, one or more buckling-restrained brace assemblies 2 with self-resetting tie rods can be provided at each corner. The number is arranged according to specific needs. Of course, buckling-restrained brace assemblies 3 with self-resetting tie rods can also be added to the horizontal and vertical directions of the frame structure to increase the tensile field in the horizontal and vertical directions. It is not limited to arranging buckling-restrained brace assemblies 3 with self-resetting tie rods in the diagonal direction, so as to meet the needs of various actual situations and improve the seismic performance of the structure.

[0037] The energy dissipation panel assembly 1 includes a square frame 11 and an energy-absorbing plate 12. The energy-absorbing plate 12 is welded to the middle position of the inner side of the square frame 11 to stabilize the square frame 11. The square frame 11 has two rows of first bolt holes 111 on both sides of the four corner positions.

[0038] The square frame 11 has flanges with a thickness of 15-20mm. The energy-absorbing plate 12 has a thickness of 10-15mm. The steel used in the energy-dissipating plate assembly 1 should have a strength of no less than Q235. Using low-yield-point materials (such as LY100 and LY200 steel) to fabricate the energy-absorbing plate 12 ensures that it buckles first to dissipate energy. The buckling-resistance brace assembly 3 with self-resetting tie rods serves as a secondary energy-dissipating element to further improve the structure's seismic performance.

[0039] The connector 2 includes an L-shaped plate 21, a reinforcing beam plate 22, and a mounting plate 20. The middle of the outer side wall of the L-shaped plate 21 is connected to an intersecting reinforcing beam plate 22. The corner of the outer side wall of the L-shaped plate 21 is provided with a corner reinforcing beam plate 22. A cross plane 221 is cut out at the top of the intersection of the intersecting reinforcing beam plate 22 and the corner reinforcing beam plate 22. The mounting plate 20 is welded on the cross plane 221.

[0040] The L-shaped plate 21 has four rows of second bolt holes 211 that match the first bolt hole 111. After the first bolt hole 111 and the second bolt hole 211 are matched, they are fixed with bolts and nuts.

[0041] Mounting plate 20 facilitates welding.

[0042] The two ends of the self-resetting tie rod 31 are welded to the mounting plate 20 and the frame beam respectively by penetration welding.

[0043] The inner diameter of the core tube 35 is D, the diameter of the self-resetting pull rod 31 is d, the length of d is 1 / 10 to 1 / 8 of the length of D, and the self-resetting pull rod 31 adopts a 10.9 grade or 12.9 grade high-strength long bolt rod.

[0044] The length of the constraint ring 33 is 50-150mm. At least three constraint rings 33 are fitted on the core tube 35. After the constraint rings 33 are fitted on the core tube 35, the two ends of the constraint rings 33 are welded to the core tube 35.

[0045] The inner tube 35 has first pin holes evenly distributed on the wall of the constraint ring 33 at the middle position, and the outer tube 36 has second pin holes 361 evenly distributed on the outer wall at the middle position. After the first pin holes and the second pin holes 361 are matched and corresponded, they are positioned and fixed by pins 331.

[0046] The energy-dissipating panel assembly 1 has a long side length of 'a' and a short side length of 'b', and satisfies 1 ≤ a / b ≤ 3. The width is designed according to the frame beam structure.

[0047] Let the cross-sectional area of ​​the core tube 35 be A, where A = kK F h / (2Esinθcos 2 θ), where k (coefficient) takes values ​​of 3-5, K F denoted as lateral stiffness of the frame beam structure, h as the floor height of the frame beam, E as the elastic modulus of the core tube 35, and θ as the horizontal angle between the core tube 35 and the frame beam, with a value ranging from 30° to 60°.

[0048] The wall thickness of the core tube 35 is t1, the wall thickness of the constraint ring 33 is t2, and the wall thickness of the outer tube 36 is t3. The values ​​of t1, t2, and t3 are all between 1 / 12 and 1 / 10D.

[0049] In the description of this specification, references to terms such as "an embodiment," "example," "specific example," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the invention. In this specification, illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.

[0050] The preferred embodiments of the present invention disclosed above are merely illustrative of the invention. These preferred embodiments do not exhaustively describe all details, nor do they limit the invention to the specific implementations described. Clearly, many modifications and variations can be made based on the content of this specification. This specification selects and specifically describes these embodiments to better explain the principles and practical applications of the invention, thereby enabling those skilled in the art to better understand and utilize the invention. The invention is limited only by the claims and their full scope and equivalents.

Claims

1. A buckling-restrained composite energy dissipation brace configured with self-resetting tie rods, characterized by: The application relates to a kind of energy dissipation plate assemblies, connecting pieces and buckling-restrained brace assemblies, the energy dissipation plate assembly (1) is detachably installed with connecting piece (2) in four corner positions respectively, and one or two buckling-restrained brace assemblies (3) are installed on each connecting piece (2), one end of the buckling-restrained brace assembly (3) is welded on the connecting piece (2), the other end is welded on the frame beam, and the diagonal line of each buckling-restrained brace assembly (3) and its corresponding energy dissipation plate assembly (1) is on the same straight line. The buckling-restrained brace assembly (3) comprises a core tube (35), an outer sleeve (36), a self-resetting tension rod (31), a connecting end plate (32), a constraint ring (33) and an end limiting ring (34), a plurality of constraint rings (33) are equidistantly sleeved on the outer wall of the core tube (35), end limiting rings (34) are sleeved on the two ends of the outer wall of the core tube (35), the outer sleeve (36) is sleeved on the constraint ring (33) and the end limiting ring (34), two self-resetting tension rods (31) are inserted into the core tube (35), the two end limiting rings (34) are respectively clamped on a connecting end plate (32), the two ends of the two self-resetting tension rods (31) are respectively correspondingly penetrated through two connecting end plates (32), and the two ends of the self-resetting tension rod (31) are fixed on the connecting end plate (32) by fastening nuts (311).

2. The buckling-restrained composite energy dissipation brace configured with self-resetting tie rods according to claim 1, wherein, The energy dissipation plate assembly (1) comprises a square frame (11) and an energy absorption plate (12), the energy absorption plate (12) is welded on the inner side of the middle position of the square frame (11) to stabilize the square frame (11), and two rows of first bolt holes (111) are arranged on the two sides of the square frame (11) at the four corner positions.

3. The buckling-restrained composite energy dissipation brace configured with self-resetting tie rods according to claim 2, characterized in that, The connecting piece (2) comprises an L-shaped plate (21), a reinforcing beam plate (22) and a mounting plate (20), the intersecting reinforcing beam plates (22) are connected to the middle position of the outer side wall of the L-shaped plate (21), the corner reinforcing beam plates (22) are arranged at the corner positions of the outer side wall of the L-shaped plate (21), the intersecting reinforcing beam plates (22) and the corner reinforcing beam plates (22) are cut into a cross plane (221) at the top of the intersection position, and the mounting plate (20) is welded on the cross plane (221). Four rows of second bolt holes (211) matched with the first bolt holes (111) are arranged on the L-shaped plate (21), and the first bolt holes (111) and the second bolt holes (211) are fixed by bolts and nuts after being matched.

4. The buckling-restrained composite energy dissipation brace configured with self-resetting tie rods according to claim 3, characterized in that, The two ends of each self-resetting tension rod (31) are respectively welded on the mounting plate (20) and the frame beam by fusion welding.

5. A buckling-restrained composite energy dissipating brace configured with a self-centering tie (31) according to claim 1, characterized in that, The inner diameter of the core tube (35) is D, the diameter of the self-resetting tension rod (31) is d, the length of the self-resetting tension rod (31) is 1 / 10-1 / 8 of the length of D, and the self-resetting tension rod (31) is a 10.9-grade or 12.9-grade high-strength long bolt rod.

6. The buckling-restrained composite energy dissipating brace configured with self-centering tie rods according to claim 1, wherein, The length of the constraint ring (33) is 50-150 mm, at least three constraint rings (33) are sleeved on the core tube (35), and the two ends of the constraint ring (33) are welded on the core tube (35) after being sleeved on the core tube (35). The wall of the middle position of the inner core tube (35) is evenly provided with first pin holes, the outer wall of the middle position of the outer sleeve (36) is evenly provided with second pin holes (361), the first pin holes and the second pin holes (361) are matched and corresponded, and then are positioned and fixed by pins (331).

7. The buckling-restrained composite energy dissipating brace configured with self-centering tie rods according to claim 1, wherein, The energy dissipation plate assembly (1) has a long side length a and a short side length b, and satisfies 1<=a / b<=3.

8. The buckling-restrained composite energy dissipating brace with self-centering tension struts according to claim 1, wherein, The cross-sectional area of the core tube (35) is A, A=kK F h / (2Esinθcos 2 θ), wherein the coefficient k is 3-5, K F is the lateral stiffness of the frame beam structure, h is the floor height of the frame beam, E is the elastic modulus of the core tube (35), and θ is the horizontal angle between the core tube (35) and the frame beam, and is 30°-60°.

9. The buckling-restrained composite energy dissipating brace configured with self-centering tie rods according to claim 5, wherein, The wall thickness of the inner core tube (35) is t1, the wall thickness of the constraint ring (33) is t2, and the wall thickness of the outer sleeve (36) is t3, and the values of t1, t2 and t3 are all in 1 / 12-1 / 10D.

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