Building structure beam-column joint, application and staged anti-seismic control method

Abstract

According to the building structure beam-column joint, the application and the staged anti-seismic control method, through collaborative design of the joint body and the energy dissipation assembly, the core effects of seismic energy staged dissipation and structure self-adaption are achieved, and the joint body serves as a rigid carrier to stably connect a beam body and a column body; the energy dissipation steel bar sets and the disc spring-steel bar sets which are symmetrically distributed on the energy dissipation steel bar sets form a double-path energy dissipation mechanism, the energy dissipation steel bar sets elastically bear and maintain the initial rigidity of the structure during small earthquakes, the steel bars plastically deform and dissipate energy during medium earthquakes or above, and meanwhile the disc spring-steel bar sets achieve rigidity strengthening intervention in the large earthquake stage through gap control. According to the building structure beam-column joint, the stability and repair feasibility of a building in continuous aftershocks are greatly improved, the building structure beam-column joint is particularly suitable for the anti-seismic requirement of a high-intensity earthquake area, and the technical problems that in the prior art, a building structure beam-column joint cannot achieve multi-stage energy consumption, and the adaptability to multi-stage earthquakes is insufficient are solved.

Description

Technical Field

[0001] The present invention belongs to the technical field of building structures, and in particular relates to a building structure beam-column node and its application and a hierarchical seismic control method. Background Art

[0002] Beams and columns refer to the beams and columns in a building's frame structure. They are the two core load-bearing components of a building structure. Beams primarily resist lateral bending and transmit horizontal loads, while columns primarily bear vertical pressure and maintain overall stability. Beam-column joints are the intersections between beams and columns in a building's frame structure. They are the core hub of the force transmission path for the building's frame structure, playing a key role in bearing and transmitting vertical loads (such as deadweight and live loads) and horizontal loads (such as wind loads and seismic effects).

[0003] Beam-column joints in building structures are the core force transmission hubs of the frame system. Their seismic performance directly determines the building's safety reserve during a major earthquake. Current mainstream joint design is based on the "strong joint, weak component" principle, primarily achieving seismic resistance through reinforced concrete core stirrups or steel joint stiffeners.

[0004] However, such structures often face common problems such as uncontrollable stiffness degradation, a single energy dissipation mechanism, and difficulty in repair under multi-level earthquake excitation (from small earthquakes to extremely large earthquakes). Especially in large-span or high-rise buildings, node failure has become one of the main causes of progressive structural collapse.

[0005] The existing technology of building structure beam-column joints generally has technical problems such as inability to dissipate energy at multiple levels and insufficient adaptability to cope with multiple levels of earthquakes, which has brought many adverse effects on the safety and seismic resistance of buildings. Summary of the Invention

[0006] In order to solve the technical problems in the background technology that the existing building structure beam-column nodes cannot dissipate energy at multiple levels and are insufficiently adaptable to multi-level earthquakes, the present invention provides a building structure beam-column node and its application and a hierarchical seismic control method.

[0007] In order to achieve the above object, the present invention adopts the following technical solutions:

[0008] In a first aspect, the present invention provides a building structure beam-column node, which is used between a beam and a column. The building structure beam-column node includes: a node body and an energy-consuming component;

[0009] The node body connects the beam body and the column body;

[0010] The energy-consuming component is arranged on the node body and is connected between the beam body and the column body through the node body;

[0011] The energy dissipation assembly includes an energy dissipation steel rod group and a disc spring-steel rod group. The disc spring-steel rod group has a gap. The building structure beam-column node can automatically switch the energy dissipation path according to the earthquake intensity:

[0012] During minor and moderate earthquakes, the gap between the disc spring and steel rod assembly remains, and the disc spring and steel rod assembly does not participate in the load, but only dissipates energy through the energy dissipation steel rod assembly.

[0013] When in the major earthquake and extreme earthquake stages, the gap of the disc spring-steel rod group is closed, the disc spring-steel rod assembly participates in the force, and energy is consumed through the energy-consuming steel rod group and the disc spring-steel rod group.

[0014] Optionally, the node body includes a mounting plate, a base, and a pin assembly, wherein the mounting plate is fixedly connected to the column; the base is fixedly connected to the beam, and a receiving cavity is provided in the base; the pin assembly connects the base and the mounting plate;

[0015] The energy-absorbing steel rod group includes a plurality of energy-absorbing steel rods, which form a plurality of symmetrical rows on the upper and lower sides of the pin assembly, and each of the energy-absorbing steel rods is connected to the base and the mounting plate;

[0016] The disc spring-steel rod group includes a plurality of disc spring-steel rod assemblies, which form multiple symmetrical rows on the upper and lower sides of the pin shaft assembly, and the disc spring-steel rod assemblies partially extend into the accommodating cavity.

[0017] Optionally, the base includes a connecting surface and a mounting surface, the mounting surface is fixedly connected to the beam body, the connecting surface is fixedly connected to the energy-absorbing steel rod group, and the accommodating cavity is located between the connecting surface and the mounting surface;

[0018] The disc spring-steel rod assembly includes a steel rod body, a disc spring and an anchor head;

[0019] The steel rod body has a fixed end and a movable end that are separated from each other, the fixed end is fixedly connected to the mounting plate, and the movable end extends into the accommodating cavity through the connecting surface;

[0020] The anchoring head is arranged on the movable end;

[0021] The disc spring is arranged in the accommodating cavity, and one end of the disc spring is fixedly connected to the connecting surface, and a gap is formed between the other end and the anchoring head.

[0022] Optionally, a buffer is filled in the gap between the disc spring and the anchor head.

[0023] Optionally, the energy-absorbing steel rod and the steel rod body are made of any one of LY100, LY160 or Q235 steel, and the diameter d of the energy-absorbing steel rod is 12 mm to 28 mm;

[0024] The spacing between each row of energy-absorbing steel bars is not less than 20 mm.

[0025] The distance between the plurality of energy-absorbing steel bars is not less than 20 mm and not less than 1.5 d.

[0026] Optionally, the inner diameter of the disc spring is larger than the diameter of the steel rod body.

[0027] Optionally, the pin assembly is made of Q420 steel, and its shear force design value is 1.5 times the maximum earthquake shear force standard value.

[0028] Optionally, the node body further includes fixed anchor bolts and longitudinal stress reinforcement bars;

[0029] The fixing anchor bolt is fixedly connected to the node body and extends into the column;

[0030] The longitudinal stress-bearing reinforcement is fixedly connected to the node body and extends longitudinally into the beam body.

[0031] In a second aspect, the present invention provides an application of a building structure beam-column node, wherein the building structure beam-column node described in any one of the above items is used for hierarchical seismic control of the building structure.

[0032] In a third aspect, the present invention provides a hierarchical seismic control method for the beam-column joint of the building structure described above, comprising:

[0033] When the beam-column joint of the building structure is in a small earthquake scenario: the energy-absorbing steel rod group is in an elastic working state, bearing the bending moment of the beam body; the gap between the disc spring-steel rod assembly remains, the disc spring has no contact with the anchor head, and the disc spring-steel rod assembly does not participate in the force;

[0034] When the beam-column joint of the building structure is in a moderate earthquake scenario: the energy-absorbing steel rod group yields and enters a plastic state, dissipating the earthquake energy through plastic deformation; the gap between the disc spring-steel rod assembly is reduced but not closed, and the disc spring-steel rod assembly still does not participate in the load;

[0035] When the beam-column joint of the building structure is in a severe earthquake scenario: the gap of the disc spring-steel rod assembly is completely closed, the disc spring is compressed and deformed, providing axial stiffness, and the steel rod body is pulled into an elastic state, using the disc spring-steel rod assembly to form secondary bending stiffness;

[0036] When the beam-column joint of the building structure is in a maximum earthquake scenario: the disc spring is completely flattened, and the steel rod body enters an elastic-plastic tension state;

[0037] In addition, during the above stages, the pin assembly maintains elasticity throughout the entire process, transmits shear force and prevents shear damage.

[0038] The beneficial effects of the present invention are:

[0039] The present invention provides a beam-column node of a building structure and its application and hierarchical seismic control method. Through the coordinated design of the node body and the energy-absorbing components, the core effects of graded dissipation of earthquake energy and structural self-adaptation are achieved. The node body serves as a rigid carrier to firmly connect the beam body and the column body, while the energy-absorbing steel rod group and the disc spring-steel rod group symmetrically arranged thereon form a dual-path energy-absorbing mechanism: during small earthquakes, the energy-absorbing steel rod group elastically bears the load to maintain the initial stiffness of the structure, and during moderate and above earthquakes, the steel rod plastically deforms to dissipate energy. At the same time, the disc spring-steel rod group realizes stiffness reinforcement intervention in the large earthquake stage through gap control. This structural design enables the nodes to automatically switch energy consumption paths according to the intensity of the earthquake, which not only avoids the risk of single energy consumption paths in traditional nodes being easily broken, but also significantly improves the ductility and redundancy of the structure through the timed activation of dual components; the integrated support of the node body for the energy consumption components optimizes the force transmission efficiency and reduces local damage caused by stress concentration, while the deformable characteristics of the energy consumption components protect the beam and column bodies from damage while dissipating earthquake energy, greatly improving the stability and repair feasibility of the building in continuous aftershocks. It is especially suitable for the seismic resistance needs of high-intensity earthquake zones, and solves the technical problems in the existing technology of building structure beam-column nodes that cannot consume energy at multiple levels and lack adaptability to multi-level earthquakes. BRIEF DESCRIPTION OF THE DRAWINGS

[0040] Figure 1 It is a schematic diagram of the beam-column node of the building structure in the present invention;

[0041] Figure 2 It is a top view schematic diagram of the beam-column node of the building structure in the present invention;

[0042] Figure 3 is a schematic diagram of the disc spring-steel rod assembly of the present invention;

[0043] Figure 4 It is a schematic diagram of the function of the beam-column joint of the building structure under different earthquake conditions in the present invention;

[0044] Figure 5 It is the Opensees numerical model with the building structure beam-column nodes established during the finite element analysis in the present invention;

[0045] Figure 6 It is the Opensees model used in the finite element analysis of the present invention;

[0046] Figure 7 is the frame inter-story displacement angle-beam end bending moment curve obtained during the finite element analysis in the present invention;

[0047] Figure 8 It is the axial force-axial displacement curve of the energy-absorbing steel bar at the upper part of the beam end and the disc spring-steel bar group obtained during the finite element analysis in the present invention;

[0048] Figure 9 It is the axial force-axial displacement curve of the energy-absorbing steel bar at the lower part of the beam end obtained during the finite element analysis in the present invention.

[0049] Among them: 1. Beam body; 2. Column; 3. Node body; 31. Mounting plate; 32. Base; 321. Connection surface; 322. Mounting surface; 33. Pin assembly; 34. Fixed anchor bolt; 35. Longitudinal force reinforcement; 4. Energy-absorbing assembly; 41. Energy-absorbing steel rod group; 42. Disc spring-steel rod group; 421. Steel rod body; 422. Disc spring; 423. Anchor head. DETAILED DESCRIPTION

[0050] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. The following description of at least one exemplary embodiment is actually only illustrative and is in no way intended to limit the present invention and its application or use. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0051] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit the exemplary embodiments according to the present invention. As used herein, unless the context clearly indicates otherwise, the singular form is intended to include the plural form. In addition, it should be understood that when the terms "comprise" and / or "include" are used in this specification, they indicate the presence of features, steps, operations, devices, components and / or combinations thereof.

[0052] Unless otherwise specifically stated, the relative arrangement of the parts and steps, numerical expressions and numerical values ​​set forth in these embodiments do not limit the scope of the present invention. At the same time, it should be clear that, for ease of description, the sizes of the various parts shown in the drawings are not drawn according to actual proportional relationships. The technology, methods and equipment known to those of ordinary skill in the relevant art may not be discussed in detail, but in appropriate cases, the technology, methods and equipment should be considered as part of the specification. In all examples shown and discussed here, any specific value should be interpreted as being merely exemplary, rather than as a limitation. Therefore, other examples of the exemplary embodiments may have different values. It should be noted that similar numbers and letters represent similar items in the following drawings, and therefore, once an item is defined in an accompanying drawing, it does not need to be further discussed in subsequent drawings.

[0053] In the description of the present invention, it should be understood that the directions or positional relationships indicated by directional words such as "front, back, up, down, left, right", "horizontal, vertical, vertical, horizontal" and "top, bottom" are usually based on the directions or positional relationships shown in the accompanying drawings. They are only for the convenience of describing the present invention and simplifying the description. Unless otherwise specified, these directional words do not indicate or imply that the device or element referred to must have a specific direction or be constructed and operated in a specific direction. Therefore, they cannot be understood as limiting the scope of protection of the present invention: the directional words "inside and outside" refer to the inside and outside relative to the outline of each component itself.

[0054] For ease of description, spatially relative terms such as "above", "above", "on the upper surface of", "above", etc. may be used herein to describe the spatial positional relationship of a device or feature to other devices or features as shown in the figures. It should be understood that spatially relative terms are intended to include different orientations of the device in use or operation in addition to the orientation described in the figures. For example, if the device in the drawings is inverted, the device described as "above other devices or structures" or "above other devices or structures" will be positioned as "below other devices or structures" or "below other devices or structures". Thus, the exemplary term "above" can include both "above" and "below". The device can also be positioned in other different ways (rotated 90 degrees or in other orientations), and the spatially relative descriptions used here are interpreted accordingly.

[0055] In addition, it should be noted that the use of terms such as "first" and "second" to limit components is only for the convenience of distinguishing the corresponding components. Unless otherwise stated, the above terms have no special meaning and therefore cannot be understood as limiting the scope of protection of the present invention.

[0056] It should be noted that, in the absence of conflict, the embodiments and features of the embodiments of the present invention can be combined with each other. The present invention will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0057] Example 1

[0058] See also Figures 1 to 3 , shows a schematic diagram of a building structure beam-column node provided in the present invention, which is used for a beam body 1 and a column body 2. The building structure beam-column node includes: a node body 3 and an energy dissipation component 4; the node body 3 connects the beam body 1 and the column body 2; the energy dissipation component 4 is arranged on the node body 3 and connected between the beam body 1 and the column body 2 through the node body 3; the energy dissipation component 4 includes an energy dissipation steel bar group 41 and a disc spring-steel bar group 42, and the disc spring-steel bar group 42 has a gap. The building structure beam-column node can be based on The energy dissipation path is automatically switched according to the earthquake intensity: when in the scenario of small and medium earthquakes, the gap of the disc spring-steel rod group 42 remains, the disc spring-steel rod assembly does not participate in the force, and energy is only dissipated through the energy-dissipating steel rod group 41; when in the scenario of large and extremely large earthquakes, the gap of the disc spring-steel rod group 42 is closed, the disc spring-steel rod assembly participates in the force, and energy is dissipated through the energy-dissipating steel rod group 41 and the disc spring-steel rod group 42. The beam-column node of the building structure in the present invention is used to deform under different earthquake magnitudes to dissipate energy.

[0059] In this embodiment, the core effects of graded dissipation of earthquake energy and structural self-adaptation are achieved through the coordinated design of the node body 3 and the energy-absorbing component 4. The node body 3 serves as a rigid carrier to firmly connect the beam body 1 and the column body 2, and the energy-absorbing steel rod group 41 and the disc spring-steel rod group 42 arranged thereon form a dual-path energy-absorbing mechanism: during small earthquakes, the energy-absorbing steel rod group 41 elastically bears the load to maintain the initial stiffness of the structure, and during moderate and above earthquakes, the steel rod plastically deforms to absorb energy. At the same time, the disc spring-steel rod group 42 realizes stiffness reinforcement intervention in the large earthquake stage through gap control. This structural design enables the node to automatically switch the energy consumption path according to the intensity of the earthquake, which not only avoids the risk of single energy consumption path of traditional nodes being easily broken, but also significantly improves the ductility and redundancy of the structure through the timed activation of dual components; the integrated support of the node body 3 for the energy consumption component 4 optimizes the force flow transmission efficiency and reduces local damage caused by stress concentration, while the deformable characteristics of the energy consumption component 4 protect the beam column 1 and column 2 from damage while dissipating earthquake energy, greatly improving the stability and repair feasibility of the building in continuous aftershocks, and is particularly suitable for the seismic resistance needs of high-intensity earthquake zones. It solves the technical problems in the existing technology that the beam-column nodes of the building structure cannot consume energy at multiple levels and lack adaptability to cope with multi-level earthquakes.

[0060] Optional, see Figure 2The node body 3 in the present invention includes a mounting plate 31, a base 32 and a pin assembly 33, the mounting plate 31 is fixedly connected to the column 2; the base 32 is fixedly connected to the beam body 1, and a receiving cavity is provided in the base 32; the pin assembly 33 connects the base 32 and the mounting plate 31; the energy-absorbing steel rod group 41 includes a plurality of energy-absorbing steel rods, and the plurality of energy-absorbing steel rods form multiple symmetrical rows on the upper and lower sides of the pin assembly 33, and each energy-absorbing steel rod is connected to the base 32 and the mounting plate 31; the disc spring-steel rod group 42 includes a plurality of disc spring-steel rod assemblies, and the plurality of disc spring-steel rod assemblies form multiple symmetrical rows on the upper and lower sides of the pin assembly 33, and the disc spring-steel rod assemblies partially extend into the receiving cavity.

[0061] In this embodiment, the modular design of the mounting plate 31, base 32, and pin assembly 33, combined with the embedded layout of the disc spring-steel rod assembly within the base cavity, enables factory prefabrication and rapid on-site assembly. Specifically, the base cavity provides a sealed working space for the disc spring, ensuring that its deformation is not disturbed by concrete pouring or external loads. At the same time, the central connection of the pin assembly 33 coordinates the moment transmission path between the beam 1 and the column 1, maintaining symmetrical force flow at the node when subjected to stress. The symmetrical distribution of multiple rows of energy-absorbing steel rods optimizes moment distribution efficiency and avoids brittle cracking caused by stress concentration in traditional welded nodes. The partially embedded design of the disc spring-steel rod assembly balances space utilization with energy efficiency, facilitating the subsequent replacement of energy-absorbing components after an earthquake.

[0062] Furthermore, the energy-dissipating steel rod is connected to the mounting plate 31 and the base 32 via a mechanical sleeve.

[0063] Furthermore, the pin assembly 33 in this embodiment is arranged in the center, and its own height h1 is not less than 150 mm, and is also not higher than the own height h-200 mm of the beam body 1.

[0064] Optional, see Figure 3 The base 32 in the present invention includes a connecting surface 321 and an installation surface 322. The installation surface 322 is fixedly connected to the beam body 1, and the connecting surface 321 is fixedly connected to the energy-absorbing steel rod group 41. The accommodating cavity is located between the connecting surface 321 and the installation surface 322; the disc spring-steel rod assembly includes a steel rod body 421, a disc spring 422 and an anchor head 423; the steel rod body 421 has a fixed end and a movable end that are divergent from each other, the fixed end is fixedly connected to the mounting plate 31, and the movable end extends into the accommodating cavity through the connecting surface 322; the anchor head 423 is arranged on the movable end; the disc spring 422 is arranged in the accommodating cavity, and one end of the disc spring 422 is fixedly connected to the connecting surface 322, and there is a gap between the other end and the anchor head 423.

[0065] In this embodiment, a preset gap is constructed between the anchor head 423 and the disc spring 422 to achieve dynamic matching of earthquake energy input and energy-consuming component response. Specifically, the gap serves as the activation threshold of the disc spring to ensure that only the energy-consuming steel rod is subjected to force during small earthquakes. When the gap is reduced but not closed during medium earthquakes, the node stiffness is moderately attenuated to dissipate energy. After the gap is closed during large earthquakes, the disc spring 422 is compressed to provide axial stiffness, and the steel rod body 421 is pulled to form bending stiffness, forming a three-stage stiffness adaptive adjustment of "elasticity-plasticity-reinforcement". This mechanism breaks through the limitation of the traditional unidirectional attenuation of node stiffness, and suppresses residual deformation of the structure through the compression energy storage and release of the disc spring 422, thereby significantly improving the seismic performance.

[0066] Furthermore, in this embodiment, the gap between the anchor head 423 and the disc spring 422 is no greater than 2 mm.

[0067] Optionally, the gap between the disc spring 422 and the anchor head 423 in the present invention is filled with a buffer.

[0068] In this embodiment, a buffer is filled in the gap between the disc spring 422 and the anchor head 423 to optimize the energy conversion path during the gap closing process. Specifically, the buffer acts as a flexible medium to absorb tiny vibration energy before the gap is closed, thereby reducing fatigue damage to the steel rod body 421 and the disc spring 422. At the moment of closing, the impact force is buffered by material deformation to prevent the disc spring 422 from becoming unstable due to excessive instantaneous compressive stress. At the same time, its viscoelastic properties supplement low-frequency vibration energy consumption, enhance the adaptability of the node to wind vibration and small earthquakes, and extend the service life of the energy-consuming component 4.

[0069] Furthermore, the filling buffer in this embodiment is made of vulcanized rubber, and the thickness tolerance is ≤0.1 mm.

[0070] Optionally, the energy-absorbing steel rod and the steel rod body 421 in the present invention are made of any one of LY100, LY160 or Q235 steel materials, and the diameter d of the energy-absorbing steel rod is 12 mm to 28 mm; and the spacing between each row of energy-absorbing steel rods is not less than 20 mm; the spacing between multiple energy-absorbing steel rods is not less than 20 mm and not less than 1.5d.

[0071] In this embodiment, the energy-absorbing steel bars and the main body of the steel bars are limited to low-yield steel (LY100 / LY160 / Q235) and a diameter range, and the lower limit of spacing is constrained (≥20mm and ≥1.5d). The beneficial effects are: the high ductility of the low-yield steel enables the steel bars to stably dissipate energy during plastic deformation, avoiding the brittle fracture tendency of high-strength steel; the diameter range balances the contradiction between initial stiffness and plastic deformation capacity, ensuring compatibility between small earthquake elasticity and large earthquake energy dissipation; and the spacing restrictions between layers and rows ensure that the concrete effectively grips the steel bars, preventing localized crushing, while providing ample deformation space for multiple rows of steel bars, maximizing the energy absorption efficiency of the plastic hinge zone.

[0072] Optionally, the inner diameter of the disc spring 422 in the present invention is larger than the diameter of the steel rod body 421.

[0073] In this embodiment, the inner diameter of the disc spring 422 is larger than the diameter of the steel rod body 421 to avoid mechanical interference during relative movement. Specifically, it ensures that the steel rod body 421 can freely expand and contract when under tension, and there is no radial constraint when the disc spring 422 is compressed, thereby maintaining the independent working state of the two. At the same time, a radial deformation margin is provided for the steel rod body 421 to prevent component failure caused by bending of the steel rod body 421 and collision with the disc spring 422 under large displacement, thereby ensuring the reliability of the energy consumption path.

[0074] Optionally, the pin assembly 33 in the present invention is made of Q420 steel, and its shear force design value is 1.5 times the maximum earthquake shear force standard value.

[0075] In this embodiment, the pin assembly 33 is made of Q420 high-strength steel and the shear design value is set to 1.5 times the maximum earthquake standard value, forcing the pin to be elastic throughout the entire process to ensure that the pin does not suffer shear damage before the plastic hinge is formed at the beam end, so that energy consumption is concentrated on the replaceable steel rod and disc spring assembly to protect the core node body from damage; at the same time, the fatigue resistance of high-strength steel can adapt to multiple earthquake cyclic loadings to avoid continuous collapse of the node due to pin breakage.

[0076] Optional, see Figure 3 The node body 3 in the present invention also includes a fixed anchor bolt 34 and a longitudinal force reinforcement 35; the fixed anchor bolt 34 is fixedly connected to the node body 3 and extends into the column 2; the longitudinal force reinforcement 35 is fixedly connected to the node body 3 and extends longitudinally into the beam body 1.

[0077] In this embodiment, fixed anchor bolts 34 and longitudinal reinforcement bars 35 extend and embed within the beam and column, mechanically interlocking the node body 3 with the beam body 1 and column body 2 to resist peeling forces at the column ends. The longitudinal reinforcement bars 35 penetrate the node and beam body 1, coordinating the transfer of bending moments at the beam ends and inhibiting crack propagation. This significantly enhances the coordinated deformation capacity of the node area and the main structure, avoiding the damage to the concrete cone caused by insufficient anchoring of traditional pre-buried steel plates.

[0078] Example 2

[0079] In a second aspect, the present invention further provides an application of a building structure beam-column node, where the building structure beam-column node described in the first embodiment is used for hierarchical seismic control of the building structure.

[0080] In this embodiment, a building is provided that has any of the building structure beam-column nodes provided in Example 1. Through the distributed arrangement of graded energy-dissipating nodes, the building as a whole forms a "multi-line defense" seismic resistance system. Small earthquakes dissipate energy through elastic deformation of local nodes. During large earthquakes, the node energy-dissipating components activate in an orderly manner, avoiding resonance effects caused by sudden changes in the overall stiffness of the structure. It should be noted that the building structure beam-column nodes in this embodiment have the same structure and usage as the building structure beam-column nodes in Example 1, and their beneficial effects are also the same, so they will not be described in detail here.

[0081] Example 3

[0082] In the third aspect, the present invention also provides a hierarchical seismic control method for the building structure beam-column node provided in Example 1, referring to Figure 4 ,include:

[0083] When the beam-column joint of a building structure is in a small earthquake scenario: the energy-absorbing steel rod group is in an elastic working state, bearing the bending moment of the beam body; the gap between the disc spring-steel rod assembly remains, the disc spring and the anchor head are not in contact, and the disc spring-steel rod assembly does not participate in the load;

[0084] When the beam-column joint of a building structure is in a moderate earthquake scenario: the energy-absorbing steel rod group yields and enters a plastic state, dissipating the earthquake energy through plastic deformation; the gap between the disc spring-steel rod assembly shrinks but does not close, and the disc spring-steel rod assembly still does not participate in the load;

[0085] When the beam-column joint of a building structure is in a severe earthquake scenario: the gap of the disc spring-steel rod assembly is completely closed, the disc spring is compressed and deformed, providing axial stiffness, and the steel rod body is pulled into an elastic state, using the disc spring-steel rod assembly to form secondary bending stiffness;

[0086] When the beam-column joint of the building structure is in a maximum earthquake scenario: the disc spring is completely flattened and the main body of the steel rod enters an elastic-plastic tension state;

[0087] And during the above stages, the pin assembly remains elastic throughout, transmitting shear force and preventing shear damage.

[0088] In this embodiment, the energy-absorbing component 4 is triggered to work in stages based on the structural state. Specifically, through the logical association between the gap state and the component response, a control closed loop of "small earthquake elasticity-medium earthquake energy absorption-large earthquake reinforcement-extreme earthquake collapse prevention" is realized, so that the node stiffness is adaptively adjusted with the earthquake intensity, taking into account both daily use stiffness and survivability under rare earthquakes; the full-length elasticity of the pin shaft ensures that the shear force transmission path is not interrupted, providing the building with an earthquake-resistant solution of "small earthquakes are not damaged, medium earthquakes are repairable, and large and extremely large earthquakes do not collapse."

[0089] Furthermore, the small earthquake, moderate earthquake, large earthquake and extremely large earthquake in the present invention are specifically determined with reference to the "Code for Seismic Design of Buildings".

[0090] Furthermore, in the hierarchical seismic control method provided in this embodiment, when the beam-column node of the building structure is in an earthquake scenario, its energy-absorbing steel rod group and disc spring-steel rod assembly change from the initial state to the seismic-resistant state within a relatively short period of time. That is, the four earthquake scenarios coped with by the hierarchical seismic control method provided in this embodiment are not completely isolated, but are related to each other.

[0091] For example, when in a maximum earthquake scenario, that is, when a maximum earthquake occurs, the beam-column nodes of the building structure undergo morphological changes of small earthquake scenarios, medium earthquake scenarios and large earthquake scenarios in a very short period of time, and reach the form of a maximum earthquake to perform seismic energy dissipation, thereby achieving the core effect of graded dissipation of earthquake energy and structural adaptation.

[0092] Example 4

[0093] In order to illustrate the effect of the beam-column node of the building structure in the first embodiment of the present invention, finite element analysis is used for illustration in this embodiment.

[0094] In this embodiment, the Opensees model is used for experimental verification.

[0095] Specifically, refer to Figure 5 and Figure 6 , design a calculation example of a 1-story 1-span beam with a cross-section of 550×300mm, symmetrical reinforcement, and upper and lower reinforcement areas of 2800mm 2 Column section size 550×300mm, symmetrical reinforcement, total steel bar area 2400mm 2 The concrete strength grade is C40, and the longitudinal reinforcement grade in the beam and column is HRB400; 4 energy-absorbing steel bars with a diameter of 20mm and a length of 260mm are arranged at the upper and lower parts of the beam end, and steel with a strength grade of Q235 is used; at the same time, 2 groups of disc spring-steel bar assemblies are arranged at the upper and lower parts of the beam end (the assembly is set with a tensile gap of 1mm), the steel bar main body is made of Q235 steel, with a diameter of 12mm and a length of 268mm, and the total length of the 3 disc springs connected in parallel is 7mm (the specifications of the disc spring are: outer diameter D = 20mm, inner diameter d = 20.4mm, thickness t = 2.25mm, flattening height h = 0.9mm).

[0096] The Opensees model of the beam-column joint frame with graded start building structure is as follows Figure 5As shown, the building structure beam-column node adopts the building structure beam-column node structure provided by the present invention, the column foot node adopts the traditional cast-in-place form, the concrete beam and column components are simulated by the nonlinear beam-column element (NonlinearBeam-Column element) considering uniformly distributed plasticity, the concrete tensile and compressive properties of the material Concrete02 are used to simulate, and the energy-absorbing steel bars at the upper and lower parts of the beam ends at the beam-column connection are simulated by truss elements with steel02 material.

[0097] At the beam-column connection, the Truss unit with steel02 is used to simulate the energy-absorbing steel bars at the upper and lower parts of the beam end, and the Truss unit with elastic gap material (elasticPPGap) is used to simulate the mechanical behavior of the disc spring-steel bar group at the upper and lower parts of the beam end. These Truss units are connected to the beam-column through rigid units to simulate the plane section assumption and transfer bending moment; the beam is connected to the rigid beam-column unit through a hinge node to simulate the transmission of shear force of the pin to the beam end; the rigid unit is achieved by giving the elastic beam-column element (Elastic Beam-Column element) a large axial and bending stiffness.

[0098] After the experiment, the results were as follows Figure 7 、 Figure 8 and Figure 9 As shown, refer to Figures 7 to 9 It can be obviously concluded that the building structure beam-column nodes provided in the present invention can be activated in stages under different earthquake conditions, greatly improving the stability and repair feasibility of the building in continuous aftershocks, and are particularly suitable for the seismic requirements of high-intensity earthquake zones. It solves the technical problems in the existing technology that the building structure beam-column nodes cannot dissipate energy at multiple levels and are not adaptable enough to cope with multi-level earthquakes.

[0099] Throughout this specification, reference to terms such as "one embodiment," "some embodiments," "illustrative embodiments," "examples," "specific examples," or "some examples" means that a specific feature, structure, material, or characteristic described in conjunction with that embodiment or example is included in at least one embodiment or example of the present invention. In this specification, illustrative uses 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 any one or more embodiments or examples.

[0100] While embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions, and variations may be made to the embodiments without departing from the principles and spirit of the invention, and that the scope of the invention is defined by the claims and their equivalents.

Claims

1. A building structure beam-column node, used between a beam (1) and a column (2), characterized in that: The building structure beam-column node comprises: a node body (3) and an energy-consuming component (4); The node body (3) connects the beam body (1) and the column body (2); The energy-consuming component (4) is arranged on the node body (3) and is connected between the beam body (1) and the column body (2) through the node body (3); The energy dissipation assembly (4) includes an energy dissipation steel rod group (41) and a disc spring-steel rod group (42). The disc spring-steel rod group (42) has a gap. The building structure beam-column node can automatically switch the energy dissipation path according to the earthquake intensity: When in a small or medium earthquake scenario, the gap between the disc spring and steel rod group (42) remains, the disc spring and steel rod assembly does not participate in the force, and only consumes energy through the energy-consuming steel rod group (41); When in a large earthquake or extremely large earthquake scene, the gap of the disc spring-steel rod group (42) is closed, the disc spring-steel rod assembly participates in the force, and energy is consumed through the energy-consuming steel rod group (41) and the disc spring-steel rod group (42).

2. The building structure beam-column node according to claim 1, characterized in that: The node body (3) comprises a mounting plate (31), a base (32) and a pin assembly (33); the mounting plate (31) is fixedly connected to the column (2); the base (32) is fixedly connected to the beam body (1), and a receiving cavity is provided in the base (32); the pin assembly (33) connects the base (32) and the mounting plate (31); The energy-absorbing steel rod group (41) includes a plurality of energy-absorbing steel rods, which form a plurality of symmetrical rows on the upper and lower sides of the pin assembly (33), and each of the energy-absorbing steel rods is connected to the base (32) and the mounting plate (31); The disc spring-steel rod group (42) includes a plurality of disc spring-steel rod assemblies, which form multiple symmetrical rows on the upper and lower sides of the pin shaft assembly (33), and the disc spring-steel rod assemblies partially extend into the accommodating cavity.

3. The building structure beam-column node according to claim 2, characterized in that: The base (32) comprises a connecting surface (321) and a mounting surface (322), the mounting surface (322) being fixedly connected to the beam body (1), the connecting surface (321) being fixedly connected to the energy-absorbing steel rod group (41), and the accommodating cavity being located between the connecting surface (321) and the mounting surface (322); The disc spring-steel rod assembly includes a steel rod body (421), a disc spring (422) and an anchor head (423); The steel rod body (421) has a fixed end and a movable end that are separated from each other, the fixed end is fixedly connected to the mounting plate (31), and the movable end extends into the accommodating cavity through the connecting surface (321); The anchoring head (423) is arranged on the movable end; The disc spring (422) is arranged in the accommodating cavity, and one end of the disc spring (422) is fixedly connected to the connecting surface (321), and a gap is provided between the other end and the anchoring head (423).

4. The building structure beam-column node according to claim 3, characterized in that: The gap between the disc spring (422) and the anchor head (423) is filled with a buffer.

5. The building structure beam-column node according to claim 3, characterized in that: The energy-absorbing steel rod and the steel rod body (421) are made of any one of LY100, LY160 or Q235 steel materials, and the diameter d of the energy-absorbing steel rod is 12 mm to 28 mm; The spacing between each row of energy-absorbing steel bars is not less than 20 mm. The distance between the plurality of energy-absorbing steel bars is not less than 20 mm and not less than 1.5 d.

6. The building structure beam-column node according to claim 5, characterized in that: The inner diameter of the disc spring (422) is larger than the diameter of the steel rod body (421).

7. The building structure beam-column node according to claim 3, characterized in that: The pin assembly (33) is made of Q420 steel, and its shear force design value is 1.5 times the maximum earthquake shear force standard value.

8. The building structure beam-column node according to claim 3, characterized in that: The node body (3) further includes a fixing anchor bolt (34) and a longitudinal stress reinforcement (35); The fixing anchor bolt (34) is fixedly connected to the node body (3) and extends into the column (2); The longitudinal force-bearing reinforcement (35) is fixedly connected to the node body (3) and extends longitudinally into the beam body (1).

9. An application of a building structure beam-column node, characterized in that: The building structure beam-column node according to any one of claims 1 to 8 is used for hierarchical seismic control of the building structure.

10. A hierarchical seismic control method for a beam-column joint in a building structure according to any one of claims 3 to 8, characterized in that: include: When the building structure beam-column node is in a small earthquake scenario: the energy-absorbing steel rod group (41) is in an elastic working state, bearing the bending moment of the beam body (1); the gap of the disc spring-steel rod assembly remains, the disc spring (422) has no contact with the anchor head (423), and the disc spring-steel rod assembly does not participate in the force; When the beam-column joint of the building structure is in a moderate earthquake scenario: the energy-absorbing steel rod group (41) yields and enters a plastic state, dissipating earthquake energy through plastic deformation; the gap between the disc spring-steel rod assembly is reduced but not closed, and the disc spring-steel rod assembly still does not participate in the force; When the building structure beam-column joint is in a major earthquake scenario: the gap of the disc spring-steel rod assembly is completely closed, the disc spring (422) is compressed and deformed to provide axial rigidity, and the steel rod body (421) is pulled into an elastic state, and the disc spring-steel rod assembly is used to form secondary bending rigidity; When the building structure beam-column joint is in a maximum earthquake scene: the disc spring (422) is completely flattened, and the steel rod body (421) enters an elastic-plastic tension state; In the above stages, the pin assembly (33) maintains elasticity throughout the entire process, transmits shear force and prevents shear damage.

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