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

Abstract

The application provides a building structure beam-column joint, application and hierarchical seismic control method, through the cooperative design of a joint body and an energy dissipation component, the core effects of hierarchical seismic energy dissipation and structure self-adaptation are realized, the joint body is used as a rigid carrier to stably connect a beam body and a column body, and a steel rod group and a disc spring-steel rod group symmetrically arranged on the joint body form a double-path energy dissipation mechanism; the steel rod group elastically bears to maintain the initial rigidity of the structure under small earthquakes, and the steel rod plastically deforms to dissipate energy under medium earthquakes and above, and meanwhile, the disc spring-steel rod group realizes the intervention of rigidity strengthening in the large earthquake stage through gap control. The building structure beam-column joint provided by the application greatly improves the stability and repair feasibility of buildings in continuous aftershocks, is especially suitable for the seismic requirements in high-intensity earthquake areas, and solves the technical problems that the building structure beam-column joint in the prior art cannot realize multi-stage energy dissipation and is insufficient in adaptability to multi-stage earthquakes.

Description

Technical Field

[0001] This invention belongs to the field of building structure technology, specifically relating to a beam-column joint in a building structure and its application, and a graded seismic control method. Background Technology

[0002] Beams and columns refer to the beams and columns in a building frame structure. They are two core load-bearing components in the building structure. Beams are mainly used for lateral bending resistance and to transfer horizontal loads; columns are mainly used for vertical compression resistance and to maintain overall stability. The beam-column joint in a building frame structure is the intersection and connection point of the beams and columns. It is the core hub of the force transmission path of the building frame structure and plays a crucial role in bearing and transmitting vertical loads (such as self-weight and live loads) and horizontal loads (such as wind loads and seismic forces).

[0003] As the core force transmission hub of a frame system, the beam-column joints in a building structure directly determine the building's safety reserve under major earthquakes. Current mainstream joint designs are based on the principle of "strong joints and weak members," primarily achieving seismic resistance goals by reinforcing the stirrups in the concrete core area or using steel stiffeners at the joints.

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

[0005] Existing technologies for building structural beam-column joints generally suffer from technical problems such as the inability to dissipate energy at multiple levels and insufficient adaptability to cope with earthquakes of multiple magnitudes, which have brought many adverse effects on the safety and seismic resistance of buildings. Summary of the Invention

[0006] To address the technical problems in the prior art, such as the inability of existing building structural beam-column joints to dissipate energy at multiple levels and their insufficient adaptability to multiple earthquakes, this invention provides a building structural beam-column joint, its application, and a step-by-step seismic control method.

[0007] To achieve the above objectives, the present invention adopts the following technical solution:

[0008] In a first aspect, the present invention provides a structural beam-column joint for use between a beam and a column, the structural beam-column joint comprising: a joint body and an energy-dissipating component;

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

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

[0011] The energy-dissipating component includes an energy-dissipating steel bar assembly and a disc spring-steel bar assembly. The disc spring-steel bar assembly has gaps, and the building structure beam-column joint can automatically switch the energy-dissipating path according to the earthquake intensity.

[0012] During minor and moderate earthquakes, the gap between the disc spring and steel bar assembly remains, and the disc spring and steel bar assembly does not participate in the load-bearing process; energy is dissipated only through the energy-dissipating steel bar assembly.

[0013] During major and extreme earthquakes, the gap between the disc spring and steel rod assembly closes, and the disc spring and steel rod assembly participates in bearing the force, dissipating energy through the energy-dissipating steel rod assembly and the disc spring and steel rod assembly.

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

[0015] The energy-consuming steel bar group includes multiple energy-consuming steel bars, which are arranged in multiple symmetrical rows on the upper and lower sides of the pin assembly. Each energy-consuming steel bar is connected to the base and the mounting plate.

[0016] The disc spring-steel rod assembly includes multiple disc spring-steel rod assemblies, which are arranged in multiple symmetrical rows on the upper and lower sides of the pin assembly, and the disc spring-steel rod assemblies partially extend into the receiving cavity.

[0017] Optionally, the base includes a connecting surface and a mounting surface, the mounting surface is fixedly connected to the beam, the connecting surface is fixedly connected to the energy-consuming steel bar assembly, and the accommodating cavity is located between the connecting surface and the mounting surface;

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

[0019] The steel rod body has a fixed end and a movable end facing away from each other. The fixed end is fixedly connected to the mounting plate, and the movable end extends into the receiving cavity through the connecting surface.

[0020] The anchor head is disposed on the movable end;

[0021] The disc spring is disposed in the receiving cavity, and one end of the disc spring is fixedly connected to the connecting surface, while the other end has a gap with the anchor head.

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

[0023] Optionally, the energy-consuming steel bar and the main body of the steel bar are made of any one of LY100, LY160 or Q235 steel, and the diameter d of the energy-consuming steel bar is 12mm to 28mm.

[0024] Furthermore, the spacing between each row of energy-consuming steel bars shall not be less than 20mm;

[0025] The spacing between the plurality of energy-consuming steel bars shall be no less than 20 mm and no less than 1.5 d.

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

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

[0028] Optionally, the node body further includes fixing anchors and longitudinal reinforcing bars;

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

[0030] The longitudinal reinforcing bars are fixedly connected to the main body of the node and extend longitudinally into the beam.

[0031] Secondly, the present invention provides an application of beam-column joints in building structures, using the beam-column joints described in any of the above-mentioned embodiments for graded seismic control of building structures.

[0032] Thirdly, the present invention provides a tiered seismic control method for beam-column joints of the aforementioned building structures, comprising:

[0033] When the beam-column joint of the building structure is under a minor earthquake: the energy-dissipating steel bar assembly is in an elastic working state and bears the bending moment of the beam; the gap of the disc spring-steel bar assembly remains, the disc spring and the anchor head are not in contact, and the disc spring-steel bar assembly does not participate in the load-bearing;

[0034] When the beam-column joint of the building structure is under moderate earthquake conditions: the energy-dissipating steel bar assembly yields and enters a plastic state, dissipating seismic energy through plastic deformation; the gap between the disc spring-steel bar assembly narrows but does not close, and the disc spring-steel bar assembly still does not participate in the load-bearing;

[0035] When the beam-column joint of the building structure is under a major earthquake: the gap of the disc spring-steel bar assembly is completely closed, the disc spring is deformed under compression to provide axial stiffness, and the main body of the steel bar is under tension and enters an elastic state, using the disc spring-steel bar assembly to form secondary bending stiffness;

[0036] When the beam-column joint of the building structure is under extreme earthquake conditions: the disc spring is completely flattened, and the main body of the steel bar enters an elastic-plastic tension state;

[0037] Furthermore, throughout the above stages, the pin assembly remains elastic, transmitting shear force and preventing shear damage.

[0038] The beneficial effects of this invention are:

[0039] This invention provides a beam-column joint in a building structure and its application, as well as a tiered seismic control method. Through the collaborative design of the joint body and energy-dissipating components, the core effects of graded seismic energy dissipation and structural self-adaptation are achieved. The joint body acts as a rigid carrier to stably connect the beam and column, while the energy-dissipating steel bar group and disc spring-steel bar group symmetrically arranged on it form a dual-path energy dissipation mechanism: during minor earthquakes, the energy-dissipating steel bar group elastically supports and maintains the initial stiffness of the structure; during moderate earthquakes and above, the steel bar plastically deforms to dissipate energy, while the disc spring-steel bar group intervenes to strengthen stiffness during major earthquakes through gap control. This structural design enables nodes to automatically switch energy dissipation paths based on earthquake intensity, avoiding the risk of breakage due to a single energy dissipation path in traditional nodes. It also significantly improves the ductility and redundancy of the structure through the sequential activation of dual components. The integrated support of the node body for the energy dissipation components optimizes the force transmission efficiency and reduces local damage caused by stress concentration. The deformable characteristics of the energy dissipation components dissipate earthquake energy while protecting the main beam and column structure from damage, greatly improving the stability and repair feasibility of the building during continuous aftershocks. It is particularly suitable for the seismic resistance requirements of high-intensity earthquake zones and solves the technical problems of existing building structural beam and column nodes being unable to dissipate energy at multiple levels and having insufficient adaptability to cope with multiple earthquakes. Attached Figure Description

[0040] Figure 1 This is a schematic diagram of the beam-column joint of the building structure in this invention;

[0041] Figure 2 This is a top view schematic diagram of the beam-column joint of the building structure in this invention;

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

[0043] Figure 4 This is a schematic diagram illustrating the effect of beam-column joints in the building structure under different seismic conditions in this invention;

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

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

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

[0047] Figure 8 These are the axial force-axial displacement curves of the energy-dissipating steel bar and disc spring-steel bar assembly at the upper part of the beam end, obtained during finite element analysis in this invention.

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

[0049] The components are: 1. Beam; 2. Column; 3. Node body; 31. Mounting plate; 32. Base; 321. Connecting surface; 322. Mounting surface; 33. Pin assembly; 34. Fixed anchor bolt; 35. Longitudinal reinforcing bar; 4. Energy dissipation component; 41. Energy dissipation steel bar assembly; 42. Disc spring-steel bar assembly; 421. Steel bar body; 422. Disc spring; 423. Anchor head. Detailed Implementation

[0050] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, 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. The following description of at least one exemplary embodiment is merely illustrative and is in no way intended to limit the present invention or its application or use. 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.

[0051] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of exemplary embodiments according to the invention. As used herein, the singular form is intended to include the plural form as well, unless the context clearly indicates otherwise. Furthermore, it should be understood that when the terms "comprising" and / or "including" 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, numerical expressions, and values ​​of the components and steps set forth in these embodiments do not limit the scope of the invention. It should also be understood that, for ease of description, the dimensions of the various parts shown in the drawings are not drawn to actual scale. Techniques, methods, and devices known to those skilled in the art may not be discussed in detail, but where appropriate, such techniques, methods, and devices should be considered part of the specification. In all examples shown and discussed herein, any specific values ​​should be interpreted as merely exemplary and not as limitations. Therefore, other examples of exemplary embodiments may have different values. It should be noted that similar reference numerals and letters in the following drawings denote similar items; therefore, once an item is defined in one drawing, it need not be further discussed in subsequent drawings.

[0053] In the description of this invention, it should be understood that the orientation or positional relationship indicated by directional terms such as "front, back, up, down, left, right", "horizontal, vertical, horizontal" and "top, bottom" is generally based on the orientation or positional relationship shown in the accompanying drawings, and is only for the convenience of describing this invention and simplifying the description. Unless otherwise stated, these directional terms do not indicate or imply that the device or element referred to must have a specific orientation or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation on the scope of protection of this invention. The directional terms "inner" and "outer" refer to the inner and outer contours relative to the outline of each component itself.

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

[0055] Furthermore, it should be noted that the use of terms such as "first" and "second" to define components is merely for the purpose of distinguishing the corresponding components. Unless otherwise stated, the above terms have no special meaning and therefore should not be construed as limiting the scope of protection of this invention.

[0056] It should be noted that, unless otherwise specified, the embodiments and features described in the present invention can be combined with each other. The present invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0057] Example 1

[0058] See Figures 1 to 3 This diagram illustrates a structural beam-column joint provided by the present invention, used for a beam 1 and a column 2. The structural beam-column joint includes: a joint body 3 and an energy-dissipating component 4; the joint body 3 connects the beam 1 and the column 2; the energy-dissipating component 4 is disposed on the joint body 3 and connected between the beam 1 and the column 2 via the joint body 3; the energy-dissipating component 4 includes an energy-dissipating steel bar assembly 41 and a disc spring-steel bar assembly 42, the disc spring-steel bar assembly 42 having a gap, allowing the structural beam-column joint to... Automatic energy dissipation path switching based on earthquake intensity: In the case of minor and moderate earthquakes, the gap between the disc spring-steel bar assembly 42 remains intact, and the disc spring-steel bar assembly does not participate in the load-bearing process, but only dissipates energy through the energy dissipating steel bar assembly 41; In the case of major and extreme earthquakes, the gap between the disc spring-steel bar assembly 42 closes, the disc spring-steel bar assembly participates in the load-bearing process, and dissipates energy through the energy dissipating steel bar assembly 41 and the disc spring-steel bar assembly 42. The beam-column joints of the building structure in this invention are used to deform under different earthquake magnitudes to dissipate energy.

[0059] In this embodiment, the core effects of graded dissipation of seismic energy and structural self-adaptation are achieved through the collaborative design of the node body 3 and the energy dissipation component 4. The node body 3 serves as a rigid carrier to stably connect the beam 1 and the column 2, while the energy dissipation steel bar group 41 and the disc spring-steel bar group 42 arranged on it form a dual-path energy dissipation mechanism: during minor earthquakes, the energy dissipation steel bar group 41 elastically bears the load to maintain the initial stiffness of the structure, and during moderate earthquakes and above, the steel bar plastically deforms to dissipate energy. At the same time, the disc spring-steel bar group 42 intervenes to strengthen the stiffness during major earthquakes through gap control. This structural design enables nodes to automatically switch energy dissipation paths according to earthquake intensity, avoiding the risk of breakage due to a single energy dissipation path in traditional nodes, and significantly improving the ductility and redundancy of the structure through the sequential activation of dual components. The integrated support of the node body 3 to the energy dissipation component 4 optimizes the force flow transmission efficiency and reduces local damage caused by stress concentration. The deformable characteristics of the energy dissipation component 4 dissipate earthquake energy while protecting the beam-column 1 and column 2 from damage, greatly improving the stability and repair feasibility of the building during continuous aftershocks. It is especially suitable for the seismic resistance requirements of high-intensity earthquake zones and solves the technical problems of existing building structural beam-column nodes being unable to dissipate energy at multiple levels and having insufficient adaptability to cope with multiple earthquakes.

[0060] Optional, refer to Figure 2The node body 3 in this 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 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-dissipating steel bar group 41 includes multiple energy-dissipating steel bars, which form multiple symmetrical rows on the upper and lower sides of the pin assembly 33, and each energy-dissipating steel bar is connected to the base 32 and the mounting plate 31; the disc spring-steel bar group 42 includes multiple disc spring-steel bar assemblies, which form multiple symmetrical rows on the upper and lower sides of the pin assembly 33, and the disc spring-steel bar 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 bar 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 affected by concrete pouring or external loads. Simultaneously, the centrally located pin assembly 33 coordinates the moment transfer path between the beam 1 and column 1, maintaining symmetrical force flow at the joint. The symmetrical distribution of multiple rows of energy-dissipating steel bars optimizes moment distribution efficiency, avoiding brittle cracking caused by stress concentration in traditional welded joints. The partially embedded design of the disc spring-steel bar assembly balances space utilization and energy dissipation efficiency, facilitating subsequent replacement of energy-dissipating components after an earthquake.

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

[0063] Furthermore, in this embodiment, the pin assembly 33 is centrally located, and its height h1 is not less than 150mm, and not higher than the height h-200mm of the beam 1 itself.

[0064] Optional, refer to Figure 3 The base 32 in this invention includes a connecting surface 321 and a mounting surface 322. The mounting surface 322 is fixedly connected to the beam 1, and the connecting surface 321 is fixedly connected to the energy-dissipating steel bar assembly 41. The accommodating cavity is located between the connecting surface 321 and the mounting surface 322. The disc spring-steel bar assembly includes a steel bar body 421, a disc spring 422, and an anchor head 423. The steel bar body 421 has a fixed end and a movable end facing away 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 disposed on the movable end. The disc spring 422 is disposed in the accommodating cavity, and one end of the disc spring 422 is fixedly connected to the connecting surface 322, while the other end has a gap with the anchor head 423.

[0065] In this embodiment, the preset gap between the anchor head 423 and the disc spring 422 enables dynamic matching between seismic energy input and the response of the energy-dissipating components. Specifically, the gap serves as the activation threshold of the disc spring, ensuring that only the energy-dissipating steel bar participates in the stress during minor earthquakes. During moderate earthquakes, when the gap narrows but does not close, the node stiffness moderately decreases to dissipate energy. After the gap closes during major earthquakes, the disc spring 422 is compressed to provide axial stiffness, and the main body of the steel bar 421 is tensile to form bending stiffness, thus forming a three-stage adaptive stiffness adjustment of "elasticity-plasticity-strengthening". This mechanism breaks through the limitation of the traditional unidirectional attenuation of node stiffness. By compressing and releasing the energy of the disc spring 422, it suppresses the residual deformation of the structure and significantly improves the seismic performance.

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

[0067] Optionally, the gap between the disc spring 422 and the anchor head 423 in this 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 closure process. Specifically, the buffer acts as a flexible medium to absorb minor vibration energy before the gap closes, reducing fatigue damage to the steel rod body 421 and the disc spring 422. At the moment of closure, the material deformation buffers the impact force, preventing the disc spring 422 from becoming unstable due to excessive instantaneous compressive stress. At the same time, its viscoelastic properties supplement the energy dissipation of low-frequency vibrations, enhance the adaptability of the node to wind vibration and small earthquakes, and extend the service life of the energy dissipation component 4.

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

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

[0071] In this embodiment, the low yield point steel (LY100 / LY160 / Q235) and diameter range of the energy-dissipating steel bars and the main body of the steel bars are limited, and the lower limit of the spacing is constrained (≥20mm and ≥1.5d). The beneficial effects are as follows: the high ductility of the low yield point steel allows 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 elasticity in small earthquakes and energy dissipation in large earthquakes; the spacing restrictions between layers and rows ensure effective bonding of the concrete with the steel bars, preventing local crushing, while providing sufficient 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 this 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 bar body 421 to avoid mechanical interference during relative movement. Specifically, this ensures that the steel bar body 421 can freely expand and contract when under tension, and that the disc spring 422 has no radial constraint when compressed, maintaining their independent working state. At the same time, it provides radial deformation margin for the steel bar body 421 to prevent component failure caused by the bending of the steel bar body 421 and collision with the disc spring 422 under large displacement, thus ensuring the reliability of the energy dissipation path.

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

[0075] In this embodiment, the pin assembly 33 is made of Q420 high-strength steel and the shear force design value is set to 1.5 times the maximum earthquake standard value. This forces the pin to be elastic throughout the entire process, ensuring that the pin does not undergo shear failure before the plastic hinge at the beam end is formed. This concentrates the energy consumption on the replaceable steel bar and disc spring assembly, protecting the core node from damage. At the same time, the fatigue resistance of the high-strength steel can withstand multiple earthquake cyclic loading, preventing the node from collapsing due to pin breakage.

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

[0077] In this embodiment, the fixed anchor bolts 34 and the longitudinal reinforcing bars 35 extend and are embedded inside the beam and column. The node body 3 forms a mechanical interlock with the beam 1 and the column 2 to resist the peeling force at the column end; the longitudinal reinforcing bars 35 penetrate the node and the beam 1, coordinate the transmission of bending moment at the beam end and inhibit crack propagation, significantly improve the coordinated deformation capacity of the node area and the main structure, and avoid the damage to the concrete cone caused by insufficient anchorage of traditional pre-embedded steel plates.

[0078] Example 2

[0079] Secondly, the present invention also provides an application of beam-column joints in building structures, using the beam-column joints described in Embodiment 1 for graded seismic control of building structures.

[0080] In this embodiment, the provided building has any of the structural beam-column joints provided in Embodiment 1. Through the distributed arrangement of graded energy-dissipating joints, the building as a whole forms a "multi-line defense" earthquake-resistant system. During minor earthquakes, energy is dissipated by the elastic deformation of local joints, while during major earthquakes, the energy-dissipating components of the joints are activated in an orderly manner, avoiding resonance effects caused by sudden changes in the overall structural stiffness. It should be noted that the structural beam-column joints in this embodiment are structurally and functionally identical to those in Embodiment 1, and their beneficial effects are also the same, so they will not be elaborated upon here.

[0081] Example 3

[0082] Thirdly, the present invention also provides a tiered seismic control method for use in the beam-column joints of the building structure provided in Embodiment 1, with reference to... Figure 4 ,include:

[0083] When the beam-column joint of the building structure is under a minor earthquake: the energy dissipation steel bar assembly is in an elastic working state and bears the bending moment of the beam; the gap of the disc spring-steel bar assembly remains, the disc spring and the anchor head are not in contact, and the disc spring-steel bar assembly does not participate in the load-bearing;

[0084] When the beam-column joint of the building structure is under moderate earthquake conditions: the energy-dissipating steel bar assembly yields and enters a plastic state, dissipating seismic energy through plastic deformation; the gap between the disc spring-steel bar assembly narrows but does not close, and the disc spring-steel bar assembly still does not participate in the load-bearing;

[0085] When the beam-column joint of the building structure is under a major earthquake: the gap of the disc spring-steel bar assembly is completely closed, the disc spring is deformed under compression to provide axial stiffness, and the main body of the steel bar is under tension and enters an elastic state, using the disc spring-steel bar assembly to form secondary bending stiffness.

[0086] When the beam-column joint of the building structure is under extreme earthquake conditions: the disc spring is completely flattened and the main body of the steel bar enters an elastic-plastic tension state;

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

[0088] In this embodiment, the phased operation of the energy dissipation component 4 is triggered 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 - moderate earthquake energy dissipation - 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 the stiffness for daily use and the survivability under rare earthquakes; the full elasticity of the pin shaft ensures that the shear force transmission path is not interrupted, providing the building with an earthquake-resistant solution of "no damage in small earthquakes, repairable in moderate earthquakes, and no collapse in large and extreme earthquakes".

[0089] Furthermore, the terms minor, moderate, major, and maximum earthquakes in this invention are specifically determined with reference to the "Code for Seismic Design of Buildings".

[0090] Furthermore, in the step-by-step seismic control method provided in this embodiment, when the beam-column joints of the building structure are in a seismic scenario, the energy-dissipating steel bar group and the disc spring-steel bar assembly change from the initial state to the seismic-resistant state in a relatively short time. That is, the four seismic scenarios that the step-by-step seismic control method provided in this embodiment addresses are not completely isolated, but are related to each other.

[0091] For example, when in a maximum earthquake scenario, the beam-column joints of the building structure undergo morphological changes from minor earthquake scenarios to moderate earthquake scenarios and major earthquake scenarios in a very short time, and reach the morphology of the maximum earthquake to resist seismic energy dissipation, thereby achieving the core effect of graded dissipation of seismic energy and structural self-adaptation.

[0092] Example 4

[0093] To illustrate the effect of the beam-column joint in the building structure in Embodiment 1 of the present invention, finite element analysis is used 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 single-story, single-span example beam with cross-sectional dimensions of 550×300mm, symmetrical reinforcement, and top and bottom reinforcement areas of 2800mm² each. 2 The column has a cross-sectional dimension of 550×300mm, symmetrical reinforcement, and a total steel reinforcement area of ​​2400mm². 2 The concrete strength grade is C40, and the longitudinal reinforcement grade in the beams and columns is HRB400. Four energy-dissipating steel bars with a diameter of 20mm and a length of 260mm are arranged at the upper and lower parts of the beam ends, using Q235 steel. At the same time, two sets of disc spring-steel bar assemblies are arranged at the upper and lower parts of the beam ends (these assemblies are equipped with a 1mm tension gap). The main body of the steel bar is made of Q235 steel, with a diameter of 12mm and a length of 268mm. The disc springs are three leaves connected in parallel with a total length of 7mm (the specifications of the disc springs are: outer diameter D = 20mm, inner diameter d = 20.4mm, thickness t = 2.25mm, and flattening height h = 0.9mm).

[0096] An OpenSees model with a hierarchical starting structure beam-column joint frame, such as Figure 5As shown, the beam-column joints of the building structure adopt the beam-column joint construction provided in this invention, the column base joint adopts the traditional cast-in-place form, the concrete beam and column components are simulated using nonlinear beam-column elements that consider uniform plasticity, the tensile and compressive properties of concrete are simulated using Concrete02 material, and the energy-dissipating steel bars at the beam-column connection, the upper and lower parts of the beam end are simulated using truss elements with steel02 material.

[0097] At the beam-column connection, the energy-dissipating steel bars at the upper and lower parts of the beam end are simulated by Truss elements with steel02, and the mechanical behavior of the disc spring-steel bar assembly at the upper and lower parts of the beam end is simulated by Truss elements with elastic PPGap material. These Truss elements are connected to the beam and column through rigid elements to simulate the plane section assumption and transmit bending moment. The beam is connected to the rigid beam-column elements through hinge nodes to simulate the shear force transmission effect of the pin on the beam end. The rigid elements are implemented by giving the elastic beam-column elements 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 is evident that the building structural beam-column joint provided in this invention can achieve graded activation under different seismic conditions, greatly improving the stability and repair feasibility of buildings during continuous aftershocks. It is especially suitable for the seismic resistance needs of high-intensity earthquake zones, solving the technical problems of existing building structural beam-column joints being unable to dissipate energy at multiple levels and having insufficient adaptability to cope with multiple earthquakes.

[0099] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "illustrative embodiment," "example," "specific example," or "some examples," 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, the 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.

[0100] Although embodiments of the invention have been shown and described, those skilled in the art will understand that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the claims and their equivalents.

Claims

1. A beam-column joint for a building structure, used between a beam (1) and a column (2), characterized in that, The building structure beam-column joint includes: the joint body (3) and the energy dissipation component (4); The node body (3) connects the beam (1) and the column (2); The energy-consuming component (4) is disposed on the node body (3) and is connected between the beam (1) and the column (2) through the node body (3); The energy dissipation component (4) includes an energy dissipation steel bar assembly (41) and a disc spring-steel bar assembly (42). The disc spring-steel bar assembly (42) has gaps. The beam-column joint of the building structure can automatically switch the energy dissipation path according to the earthquake intensity. When in the scenario of minor and moderate earthquakes, the gap of the disc spring-steel bar assembly (42) remains, the disc spring-steel bar assembly does not participate in the force, and only the energy dissipation steel bar assembly (41) dissipates energy; When in the event of a major earthquake or a maximum earthquake, the gap of the disc spring-steel bar assembly (42) closes, the disc spring-steel bar assembly participates in bearing the force, and the energy is dissipated through the energy dissipation steel bar assembly (41) and the disc spring-steel bar assembly (42). The node body (3) 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 (1), and the base (32) has a cavity. The pin assembly (33) connects the base (32) and the mounting plate (31). The energy-consuming steel bar group (41) includes multiple energy-consuming steel bars, which are arranged in multiple symmetrical rows on the upper and lower sides of the pin assembly (33). Each energy-consuming steel bar is connected to the base (32) and the mounting plate (31). The disc spring-steel rod assembly (42) includes multiple disc spring-steel rod assemblies, which form 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; The base (32) includes a connecting surface (321) and a mounting surface (322). The mounting surface (322) is fixedly connected to the beam (1), and the connecting surface (321) is fixedly connected to the energy-consuming steel bar group (41). The accommodating cavity is located between the connecting surface (321) and the mounting surface (322). The disc spring-steel bar assembly includes a steel bar body (421), a disc spring (422), and an anchor head (423). The main body of the steel rod (421) has a fixed end and a movable end facing away from each other. The fixed end is fixedly connected to the mounting plate (31), and the movable end extends into the receiving cavity through the connecting surface (321). The anchor head (423) is disposed on the movable end; The disc spring (422) is disposed in the receiving cavity, and one end of the disc spring (422) is fixedly connected to the connecting surface (321), and the other end has a gap with the anchor head (423).

2. The beam-column joint of the building structure according to claim 1, characterized in that, The gap between the disc spring (422) and the anchor head (423) is filled with a buffer.

3. The beam-column joint of the building structure according to claim 1, characterized in that, The energy-consuming steel bar and the main body of the steel bar (421) are made of any one of LY100, LY160 or Q235 steel, and the diameter d of the energy-consuming steel bar is 12mm to 28mm. Furthermore, the spacing between each row of energy-consuming steel bars shall not be less than 20mm; The spacing between the plurality of energy-consuming steel bars shall be no less than 20 mm and no less than 1.5 d.

4. The beam-column joint of the building structure according to claim 3, characterized in that, The inner diameter of the disc spring (422) is larger than the diameter of the steel bar body (421).

5. The beam-column joint of the building structure according to claim 1, characterized in that, The pin assembly (33) is made of Q420 steel, and its shear force design value is 1.5 times the standard value of the maximum seismic shear force.

6. The beam-column joint of the building structure according to claim 1, characterized in that, The node body (3) also includes fixed anchor bolts (34) and longitudinal reinforcing bars (35); The fixed anchor (34) is fixedly connected to the node body (3) and extends into the column (2); The longitudinal reinforcing bars (35) are fixedly connected to the node body (3) and extend longitudinally into the beam body (1).

7. An application of beam-column joints in building structures, characterized in that, The beam-column joint of the building structure as described in any one of claims 1 to 6 is used for the graded seismic control of the building structure.

8. A graded seismic control method, used for beam-column joints of building structures according to any one of claims 1 to 6, characterized in that, include: When the beam-column joint of the building structure is in a minor earthquake scenario: the energy dissipation steel bar group (41) is in an elastic working state and bears the bending moment of the beam (1); the gap of the disc spring-steel bar assembly remains, the disc spring (422) and the anchor head (423) are not in contact, and the disc spring-steel bar assembly does not participate in the force. When the beam-column joint of the building structure is in a moderate earthquake scenario: the energy dissipation steel bar group (41) yields and enters a plastic state, dissipating earthquake energy through plastic deformation; the gap between the disc spring-steel bar assembly is reduced but not closed, and the disc spring-steel bar assembly still does not participate in the force; When the beam-column joint of the building structure is under a major earthquake scenario: the gap of the disc spring-steel bar assembly is completely closed, the disc spring (422) is deformed under compression to provide axial stiffness, and the main body of the steel bar (421) is stretched and enters an elastic state, using the disc spring-steel bar assembly to form secondary bending stiffness; When the beam-column joint of the building structure is under extreme earthquake conditions: the disc spring (422) is completely flattened and the main body of the steel bar (421) enters an elastic-plastic tension state; Furthermore, throughout the above stages, the pin assembly (33) remains elastic, transmitting shear force and preventing shear damage.

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