Multi-order performance steel frame joint

Abstract

The application discloses a multi-stage performance steel frame node and relates to the technical field of steel frame structures. The steel frame node comprises a hinge connecting piece, a compression limiting piece and a tension limiting piece. The hinge connecting piece is used for the hinging connection of long beams and short beams. The compression limiting piece is located at the inner side of the connection position of the long beams and the short beams. One end of the compression limiting piece is fixedly connected with the end of the short beam, and a gap is formed between the other end of the compression limiting piece and the end of the long beam. The tension limiting piece is bolted to the outer side of the connection position of the long beams and the short beams. The multi-stage performance node has an obvious bearing capacity and stiffness improvement process after limiting under the action of a reciprocating load. Compared with a common recoverable function node, the hysteresis curves of the two nodes are completely same in the energy dissipation stage, and the difference is significant in the later bearing stage.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of steel frame structure, and particularly relates to a multi-stage performance steel frame joint. BACKGROUND

[0002] Extreme earthquake action seriously threatens the safety of human life and property, and it is very important to improve the seismic performance of building structures, which has always been a key concern in the engineering field. Domestic and foreign scholars have creatively proposed many beneficial seismic design concepts, among which the replaceable energy dissipation component is a hot topic in current seismic research. By weakening the replaceable component, the plastic damage is concentrated in the replaceable component, and the rest of the structure is basically in an elastic state. Under the action of small and medium earthquakes, the residual deformation of the structure is small, and the function of the structure can be restored by replacing the damaged component. However, under the action of strong earthquakes, the plastic deformation in the replaceable component is relatively large, which often accompanies a large residual deformation. At this time, even if the remaining structure is in an elastic undamaged state, the use function of the structure is difficult to restore. On the other hand, the bearing capacity of the structure is the key to prevent collapse, and due to the existence of weak zones, the bearing potential of such structures cannot be fully utilized.

[0003] In order to solve the above problems, researchers have proposed the concept of multi-stage performance design. The specific method is to set auxiliary components in the parts of the structure or component that bear the most force, which do not participate in the force at the early stage and can provide certain resistance at the later stage, to limit the plastic deformation of the parts that bear the most force. The specific effect is to improve the performance of the structure as the intensity of the earthquake increases, to restore the function under the action of small and medium earthquakes, and to reduce the deformation of the structure and significantly improve the bearing capacity under the action of strong earthquakes. The current multi-stage performance design concept is mainly applied to bridge structure supports and buckling restrained braces. The new type of structural components designed in this way will significantly improve the stress performance of the components and the overall structure, and effectively control the structural response caused by earthquakes.

[0004] Looking at the research on steel frame joints, the existing achievements focus on the control of plastic deformation, and there is a lack of research on the stress performance of the joint in the large deformation stage, which seriously affects the function repair of the overall structure. The multi-stage performance design concept will solve this problem well. Steel frame joints developed based on the multi-stage performance design concept are still rare, and only a few scholars have begun to pay attention to and research such joints. The existing multi-stage performance joints mainly combine energy dissipation components with different stress characteristics in series and parallel to adjust the stiffness and bearing capacity of the joint, and achieve the goal of multi-stage performance. However, due to the mechanical properties of the energy dissipation components, the degree of improvement of the joint performance is limited, and the bearing potential of the remaining structure cannot be fully utilized. In fact, the performance of the joint in the later bearing stage should be determined by the remaining structure outside the joint, so as to make the best use of it and maximize the control of the earthquake response. SUMMARY

[0005] (I) Technical problems solved

[0006] In view of the deficiencies of the prior art, the present application provides a multi-order performance steel frame node to solve at least one technical problem raised in the background art.

[0007] (II) Technical solutions

[0008] To achieve the above-mentioned purpose, the technical scheme adopted by the present application is: a multi-order performance steel frame node, the steel frame node comprises:

[0009] A hinge connecting piece is used for the hinge connection of the long beam and the short beam.

[0010] A compression limiting piece is located on the inner side of the connection between the long beam and the short beam, one end of the compression limiting piece is fixedly connected with the end of the short beam, and a gap is provided between the other end of the compression limiting piece and the end of the long beam.

[0011] A tension limiting piece is bolted on the outer side of the connection between the long beam and the short beam.

[0012] Preferably, the steel frame node further comprises:

[0013] An energy dissipation piece is located on the outer side of the tension limiting piece and is bolted on the connection between the long beam and the short beam.

[0014] Preferably, the compression limiting piece is a steel structure piece with a T-shaped cross section, the flange of the compression limiting piece corresponds to the flange of the short beam, and the flange thickness of the compression limiting piece is not less than the flange thickness of the long beam.

[0015] Preferably, the compression limiting piece comprises a long nut and a screw rod, and one end of the long nut is fixedly connected with the end of the short beam, and the long nut and the screw rod are threadedly connected.

[0016] Preferably, the tension limiting piece is composed of at least one steel plate or at least one CFRP plate.

[0017] Preferably, the middle position of the tension limiting piece is set to a convex state of continuous bending.

[0018] Preferably, the energy dissipation piece is a flat plate structure, or a flat plate structure with stiffening ribs on the surface.

[0019] Preferably, the hinge connecting piece comprises a first ear plate, one end of the first ear plate is fixedly connected with the end of the short beam; and a second ear plate, one end of the second ear plate is fixedly connected with the end of the long beam, and the other end of the first ear plate is rotationally connected with the other end of the second ear plate through a pin shaft.

[0020] (III) Beneficial effects

[0021] The present application provides a multi-stage performance steel frame node, which has the following beneficial effects compared with the prior art:

[0022] The residual structure bearing potential is fully utilized in the later stage of the node stress. The local node level: the node function can be restored in the energy dissipation stage, and the node area bearing capacity can be fully utilized in the bearing stage, while the function recovery and bearing capacity of the node are considered. The overall structure level: after using the multi-stage performance node, the internal force redistribution of the overall structure under the action of large earthquakes will occur due to the influence of the compression limiting piece and the tension limiting piece, which will promote more nodes to enter the energy dissipation stage, and the deformation distribution of each floor is more uniform. The deformation is concentrated in a weak layer, and the remaining structure is basically in an elastic and non-energy dissipation state when it is damaged. BRIEF DESCRIPTION OF DRAWINGS

[0023] The present application will be further described below in combination with the drawings and examples:

[0024] Figure 1 It is a schematic diagram of the overall structure of the embodiment of the present application;

[0025] Figure 2 It is a first explosion schematic diagram of the embodiment of the present application;

[0026] Figure 3 It is a front view of the embodiment of the present application;

[0027] Figure 4 It is a structural schematic diagram of the compression limiting piece of the embodiment of the present application;

[0028] Figure 5 It is a second explosion schematic diagram of the embodiment of the present application;

[0029] Figure 6 It is a structural schematic diagram of the tension limiting piece of the embodiment of the present application;

[0030] Figure 7 It is a third explosion schematic diagram of the embodiment of the present application;

[0031] Figure 8 It is a structural schematic diagram of the compression and tension limiting piece of the embodiment of the present application;

[0032] Figure 9 It is the working mode of the multi-stage performance steel frame node;

[0033] Figure 10 It is the hysteresis curve of the multi-stage performance steel frame node;

[0034] Figure 11 It is the theoretical load displacement relationship of the multi-stage performance steel frame node;

[0035] Wherein, the long beam 1, the short beam 2, the hinge connecting piece 3, the first ear plate 301, the second ear plate 302, the pin shaft 303, the energy dissipation piece 4, the compression limiting piece 5, the long nut 501, the screw rod 502, the tension limiting piece 6, the tension and compression limiting piece 7, the long screw hole 701. DETAILED DESCRIPTION

[0036] In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application are described clearly and completely. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative work fall within the protection scope of the present application.

[0037] In order to better understand the above technical solutions, the above technical solutions will be described in detail below in combination with the drawings in the specification and specific embodiments:

[0038] As shown in the drawings of the specification, Figures 1-11 The present application provides a multi-order performance steel frame joint, which is used for the cross connection of a transverse beam and a vertical column, and specifically as shown in the drawings, Figure 1 The transverse beam includes a long beam 1 and a short beam 2, and the steel frame joint of the embodiments of the present application is the connecting point between the long beam 1 and the short beam 2. Specifically, a multi-order performance steel frame joint includes a hinge connecting piece 3, which is used for the hinging of the long beam 1 and the short beam 2, i.e. the hinging of the long beam 1 and the short beam 2 is realized through the hinge connecting piece 3.

[0039] On this basis, the embodiments of the present application introduce a compression limiting piece 5 on the upper and lower sides of the hinging area, and the compression limiting piece 5 is located on the inner side of the connecting part of the long beam 1 and the short beam 2. One end of the compression limiting piece 5 is fixedly connected with the end of the short beam 2, and a gap is provided between the other end of the compression limiting piece 5 and the end of the long beam 1 for limiting the load. Specifically, the working mode of the multi-order performance steel frame joint is as shown in the drawings. Figure 9 In the energy dissipation stage, the compression limiting piece 5 does not reach the limiting state, i.e. the compression limiting piece 5 is not tightly pressed against the end of the long beam 1, at this time only the energy dissipation piece provided with the weakened section resists the external load and dissipates energy. In the load bearing stage, the compression limiting piece 5 is tightly pressed against the end of the long beam 1 after entering the limiting state, at this time the joint bearing capacity and stiffness increase dramatically, and the hinge connecting piece 3 basically no longer rotates. At this time, the deformation will be transferred to the beam and column members around the joint area, and the load bearing potential of the structure is fully utilized. The hysteresis curve of the multi-order performance steel frame joint is as shown in the drawings. Figure 10 Under the action of the reciprocating load, after reaching the limiting state, there is a clear process of bearing capacity and stiffness improvement. Compared with the ordinary recoverable function joint without the compression limiting piece 5, the hysteresis curves of the two in the energy dissipation stage are completely the same, and the difference is significant in the later bearing stage.

[0040] When the compression limiting member 5 is used, the hinged connecting member 3 will bear a larger tensile force. Correspondingly, as shown in Figure 5 Fig. 2, a tensile limiting member 6 is arranged outside the connection between the long beam 1 and the short beam 2. The tensile limiting member 6 is arranged on both the upper and lower sides of the connection between the long beam 1 and the short beam 2.

[0041] In an embodiment, the steel frame joint further comprises an energy dissipation member 4, which is arranged outside the tensile limiting member 6 and is bolted to the connection between the long beam 1 and the short beam 2. Specifically, the energy dissipation member 4 is arranged on both the upper and lower sides of the connection between the long beam 1 and the short beam 2, and the tensile limiting member 6 is arranged between the cross beam and the energy dissipation member 4, and both are bolted to the cross beam.

[0042] In an embodiment, for the compression limiting member 5 of the above embodiment, the embodiment of the present application provides two structures of the compression limiting member 5. The first compression limiting member 5 is a steel structural member with a T-shaped cross section. The flange of the compression limiting member 5 corresponds to the flange of the short beam 2, and the thickness of the flange of the compression limiting member 5 is not less than the thickness of the flange of the long beam 1, so as to ensure that the compression bearing capacity is greater than the corresponding area of the long beam.

[0043] Further, the second compression limiting member 5 is a compression limiting member 5 with adjustable length, i.e. the length of the compression limiting member 5 can be adjusted to adapt to the size deviation that may occur in actual use and to accurately adjust the gap size. Specifically, a long nut 501 and a screw rod 502 can be used by those skilled in the art, one end of the long nut 501 is fixedly connected to the end of the short beam 2, the long nut 501 and the screw rod 502 are connected by threads, the long nut 501 is a nut structure with a certain width, which can provide a telescopic space for the screw rod 502, and the total length of the long nut 501 and the screw rod 502 can be adjusted by rotating the screw rod 502.

[0044] In an embodiment, the tensile limiting member 6 comprises at least one steel plate or at least one CFRP plate. In specific implementation, high-strength thin steel plates or thin CFRP plates can be used to avoid fracture damage when the thicker plates are bent.

[0045] In an embodiment, the middle position of the tensile limiting member 6 is arranged in a convex state 601 that continues to bend, which can realize delayed limiting bearing.

[0046] In an embodiment, the energy dissipation member 4 is a flat plate structure, or a flat plate structure with stiffening ribs on the surface.

[0047] The above embodiment is that in the energy consumption stage, the bearing capacity of the node is controlled by the replaceable energy consumption piece 4; after entering the bearing stage, the bearing capacity is determined by the beam-column component in the node area. Elastic and plastic stress processes will occur in each stage, thus presenting a four-fold line model. Due to the two yield processes, the deformation capacity of the node area will be significantly improved.

[0048] In an embodiment, specifically, the embodiment of the present application provides a specific structure of the hinge connecting piece 3, which specifically includes a first ear plate 301, one end of the first ear plate 301 being fixedly connected with the end of the short beam 2; and a second ear plate 302, one end of the second ear plate 302 being fixedly connected with the end of the long beam 1, and the other end of the first ear plate 301 being rotatably connected with the other end of the second ear plate 302 through a pin shaft. Specifically, as shown in Figure 2 、 Figure 5 and Figure 7 , the first ear plate 301 and the second ear plate 302 can be provided in multiple numbers, and are staggered and connected through the pin shaft 303 to realize the rotary connection.

[0049] The embodiment of the present application further provides an implementation, specifically providing a tension and compression limiting piece 7, as shown in Figure 7 and 8 , wherein the tension and compression limiting piece 7 is a T-shaped cross-section component, and a long screw hole 701, i.e., a bolt hole in the form of a long circular hole, is arranged on the tension and compression limiting piece 7. At this time, the energy consumption piece 4 used is a flat plate energy consumption piece, and the energy consumption piece 4 is located between the tension and compression limiting piece 7 and the cross beam;

[0050] Further, the long side direction of the long screw hole 701 is parallel to the beam axis. The midpoint of the long side of the long screw hole 701 is aligned with the center of the bolt hole on the corresponding flat plate energy consumption piece, so that it lags behind the flat plate energy consumption piece when subjected to tension and compression. Ideally, the upper and lower tension and compression limiting pieces reach the limiting state at the same time, form axial forces in opposite directions, and form a moment to resist the bending moment of the node. The interface between the flat plate energy consumption piece and the tension and compression limiting piece should have lubrication measures to reduce friction, such as smearing lubricating oil, to facilitate the asynchronous deformation and mutual displacement between the two. In addition, when the tension and compression limiting piece does not reach the limiting state, it can be used as a buckling restraining component of the flat plate energy consumption piece, so that it stably dissipates energy under the action of reciprocating load.

[0051] The embodiment of the present application has the following effects:

[0052] In the later stages of node stress, the remaining structural bearing potential is fully utilized. At the local node level: node function can be restored during the energy dissipation phase, and the bearing capacity of the node area can be fully utilized during the load-bearing phase, simultaneously considering both node functional recovery and load-bearing capacity. At the overall structural level: with the adoption of multi-stage performance nodes, under the influence of compressive limiting member 5 and tensile limiting member 6, the overall structure will experience internal force redistribution under a major earthquake, prompting more nodes to enter the energy dissipation phase, resulting in a more uniform deformation distribution across floors. This avoids deformation concentration in a single weak story, ensuring that the remaining structure remains in a state of elastic non-energy dissipation upon failure.

[0053] like Figure 11 The theoretical load-displacement relationship of the multi-stage performance steel frame node proposed in the embodiment of the present invention is shown to illustrate the stress characteristics of the node. In the energy dissipation stage, the node's bearing capacity is controlled by replaceable energy dissipation components; after entering the bearing stage, the bearing capacity is determined by the beam-column members in the node area. Each stage involves both elastic and plastic stress processes, thus presenting a four-segmented line model as shown in the figure. Due to the two yielding processes, the deformation capacity of the node area will be significantly improved.

[0054] It should be noted that, in this document, the terms “comprising,” “including,” or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such process, method, article, or apparatus.

[0055] The above embodiments are only used to illustrate the technical solutions of the present invention, and are not intended to limit it. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A multi-stage performance steel frame joint, characterized in that, The steel frame nodes include: Hinged connector (3), the hinged connector (3) is used for the hinge of the long beam (1) and the short beam (2); A pressure-resistant limiting member (5) is located on the inner side of the connection between the long beam (1) and the short beam (2). One end of the pressure-resistant limiting member (5) is fixedly connected to the end of the short beam (2), and a gap is provided between the other end of the pressure-resistant limiting member (5) and the end of the long beam (1). Tensile limiting member (6), the tensile limiting member (6) is bolted to the outside of the connection between the long beam (1) and the short beam (2); The tensile limiting member (6) is composed of at least one steel plate stacked together, or at least one CFRP plate stacked together; the middle position of the tensile limiting member (6) is set to a continuous bending convex state; The compression limiting member (5) is a steel structure with a T-shaped cross section. The flange of the compression limiting member (5) corresponds to the flange of the short beam (2), and the flange thickness of the compression limiting member (5) is not less than the flange thickness of the long beam (1); or, the compression limiting member (5) includes a long nut (501) and a screw (502), and one end of the long nut (501) is fixedly connected to the end of the short beam (2), and the long nut (501) and the screw (502) are threadedly connected. During the energy dissipation stage: there is a gap between the compression limiting component (5) and the end of the long beam (1); Bearing stage: After entering the limit state, the compressive limit member (5) is pressed against the end of the long beam (1). At this time, the bearing capacity and stiffness of the node increase, and the hinge connection member (3) no longer rotates; the deformation will be transferred to the beam and column members in the surrounding area of ​​the node.

2. The multi-stage performance steel frame joint according to claim 1, characterized in that: The steel frame node also includes: Energy-consuming component (4) is located outside the tensile limiting component (6) and is bolted to the connection between the long beam (1) and the short beam (2).

3. The multi-stage performance steel frame joint according to claim 2, characterized in that: The energy-consuming component (4) is a flat plate structure, or a flat plate structure with stiffening ribs on its surface.

4. The multi-stage performance steel frame node according to any one of claims 1 to 3, characterized in that: The hinge connector (3) includes a first ear plate (301), one end of which is fixedly connected to the end of the short beam (2); it also includes a second ear plate (302), one end of which is fixedly connected to the end of the long beam (1), and the other end of the first ear plate (301) and the other end of the second ear plate (302) are rotatably connected by a pin (303).

Images