Energy consumption type beam end rigid connection joint of steel beam
By using variable stiffness connecting rods and pin hinges in the steel beam joints, the problems of easy formation of plastic hinges and insufficient energy dissipation capacity are solved. This enables controllable plastic hinge positions and convenient repair, thereby enhancing the safety and construction efficiency of the steel structure.
Patent Information
- Application Number
- CN202520290598.6
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-02-24
- Publication Date
- 2026-01-30
- Estimated Expiration
- 2035-02-24
AI Technical Summary
In existing steel structure joint designs, plastic hinges are prone to form near the column surface, leading to brittle failure, limited energy dissipation capacity, and difficulty in post-earthquake repair.
The energy-dissipating beam-end rigid connection node adopts variable stiffness linkage and pin hinge, which dissipates seismic energy through the linkage. The position of the plastic hinge is controllable, the energy dissipation capacity is adjustable, and the linkage unit is easy to replace after the earthquake.
It achieves controllable plastic hinge position, strong energy dissipation capacity, convenient post-earthquake repair, reduces secondary disasters, ensures structural safety and reliability, and allows for fast construction speed.
Smart Images
Figure CN223853513U_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The utility model relates to the technical field of building structure design, especially structural connection node, and specifically relates to a steel beam energy dissipation type beam end rigid joint. BACKGROUND
[0002] In the design of multi-storey steel structure, the reasonable design of joint is an important link to ensure the safety of the structure. Although steel is a homogeneous material with high strength and good ductility, steel structure components are prone to buckling, instability and brittle failure. Instability and brittle failure of components almost occur in the beam-column connection joint area. Unreasonable joint design not only causes brittle failure of the joint, but also results in large use of steel, which artificially increases the cost of steel structure, and has seriously restricted the development of high-rise steel structure. Statistics show that more than 70% of steel structure failures in previous earthquakes occurred at the joint connection.
[0003] The deformation performance of steel structure mainly depends on the connection, design, construction and production of the joint, among which the design plays a decisive role. The design principle of steel structure joint is "strong joint and weak component", that is, under strong earthquake action, the plastic hinge zone should appear at the beam end before the joint area, and the plastic hinge zone should have certain rotation capacity to dissipate as much seismic energy as possible. In fact, in the actual structure, although some construction measures are taken to meet the "strong joint and weak component", the effect is not ideal, the plastic energy dissipation capacity of the steel beam is limited, and it is difficult to repair after a strong earthquake.
[0004] The plastic hinge appears on the beam near the column surface, which may cause a large thickness direction strain in the material of the column flange and put forward higher plastic deformation requirements for the weld metal and its surrounding heat-affected zone, which may also lead to brittle failure. Therefore, in order to obtain reliable performance, it is better to construct the beam-column connection to move the plastic hinge outward. There are two methods to move the plastic position outward from the column surface, one is to locally weaken the beam section at a certain distance from the column surface (weakened joint), and the other is to locally strengthen the joint part (strengthened joint). The typical length of the plastic hinge in the steel beam is about half of the beam height, and when the joint is locally strengthened, the plastic hinge position is preferably 1 / 3 of the beam height from the edge of the strengthened part. Although the local strengthening of the joint can also move the plastic hinge outward, attention should be paid to not causing weak column, which is contrary to the principle of strong column and weak beam. This form can achieve the purpose of moving the plastic hinge, but it will cause rapid decline of the bearing capacity of the joint after the plastic hinge is formed, and the energy dissipation capacity of this form of joint is also very limited, and the plastic zone often cannot be controlled in the weakened area, and the joint is very difficult to repair after an earthquake.
[0005] Overall, there are mainly weakened joints and strengthened joints at the present stage, which can achieve the purpose of moving the plastic hinge, but have the following disadvantages:
[0006] 1) When the plastic hinge is formed, the bearing capacity of the joint will rapidly decrease.
[0007] 2) The energy dissipation capacity of the joint is very limited, and the plastic zone often cannot be controlled in the weakening zone.
[0008] 3) The post-earthquake repair of the joint is very difficult. SUMMARY
[0009] In view of the deficiencies of the prior art, the utility model provides a kind of energy dissipation type beam end rigid joint of steel beam, for the problem of insufficient energy dissipation of steel beam beam end, it has sufficient energy dissipation capacity, and yield energy dissipation capacity is controllable, plastic hinge position is controllable, it is also easy to replace after strong earthquake, can be widely used in multi high-rise steel structure building.
[0010] The technical scheme of the utility model is as follows:
[0011] A kind of energy dissipation type beam end rigid joint of steel beam, the rigid joint includes:
[0012] Column side fixing piece, the column side fixing piece includes column side first connecting plate and column side second connecting plate, the column side first connecting plate of two groups is welded and fixed in the column body of the steel beam one side of corresponding frame column, and one group of column side second connecting plate is welded and fixed in the column body of the steel beam one side of corresponding frame column, and is located between the column side first connecting plate of two groups;
[0013] Beam end fixing piece, the beam end fixing piece includes beam end plate, beam end first connecting plate and beam end second connecting plate, wherein the beam end plate is welded and fixed in the beam end of the steel beam one side of corresponding frame column, and the beam end first connecting plate of two groups is welded and fixed on the beam end plate, and corresponds with the column side first connecting plate of two groups, and one group of beam end second connecting plate is welded and fixed on the beam end plate, and is located between the beam end first connecting plate of two groups and corresponds with the column side second connecting plate;
[0014] Connecting piece, the connecting piece includes variable stiffness connecting rod and pin shaft, and the variable stiffness connecting rod of two groups is connected with the column side first connecting plate and the beam end first connecting plate respectively, and one group of pin shaft is connected with the column side second connecting plate and the beam end second connecting plate;And
[0015] The column side first connecting plate and column side second connecting plate, the beam end first connecting plate and beam end second connecting plate, the variable stiffness connecting rod and pin shaft are symmetrically arranged at least two groups on the plane.
[0016] According to a preferred embodiment of the rigid joint of the utility model:
[0017] When the frame column is concrete column, the column body one side of corresponding steel beam is embedded with column side pre-buried steel plate, and the column side first connecting plate and the column side second connecting plate are both welded and fixed on the column side pre-buried steel plate.
[0018] When the frame column is a steel column, the column-side first connecting plate and the column-side second connecting plate are both welded and fixed to the steel column.
[0019] According to a preferred embodiment of the rigid joint of the utility model:
[0020] The column-side embedded steel plate back is anchored in the concrete column through the anchor bar.
[0021] According to a preferred embodiment of the rigid joint of the utility model:
[0022] The column-side second connecting plate and the beam-end second connecting plate both adopt an ear plate, and the ear plate is strongly welded with the frame column and the steel beam.
[0023] According to a preferred embodiment of the rigid joint of the utility model:
[0024] The cross-sectional strength of the ear plate is not less than 1.3 times the strength of the steel beam web, and the shear bearing capacity of the pin shaft is not less than 1.2 times the shear bearing capacity of the ear plate.
[0025] According to a preferred embodiment of the rigid joint of the utility model:
[0026] The variable stiffness connecting rod is fixed through bolt connection with the column-side first connecting plate and the beam-end first connecting plate.
[0027] According to a preferred embodiment of the rigid joint of the utility model:
[0028] The variable stiffness connecting rod is made of low yield point steel material, so as to yield earlier than the steel beam end.
[0029] According to a preferred embodiment of the rigid joint of the utility model:
[0030] The variable stiffness connecting rod adopts a BRB support or a small viscous damper.
[0031] According to a preferred embodiment of the rigid joint of the utility model:
[0032] The beam-end plate has a plane size greater than the cross-sectional size of the steel beam.
[0033] According to a preferred embodiment of the rigid joint of the utility model:
[0034] The beam-end plate back is welded and connected with the steel beam through a stiffener plate, and the stiffener plate is symmetrically arranged at the top and bottom of the steel beam.
[0035] Beneficial effects: The utility model provides a steel beam energy dissipation type beam-end rigid joint. Specifically, at least the following beneficial effects can be obtained:
[0036] (1) The energy dissipation type beam end rigid joint of the steel beam is different from the traditional joint steel beam end yielding mechanism, the upper and lower connecting rods bear the bending moment, and the pin shaft bears the shear force under the action of the earthquake, the upper and lower connecting rods will produce tensile and compressive deformation energy dissipation under the action of the bending moment, so as to dissipate the seismic energy.
[0037] (2) The energy dissipation type beam end rigid joint of the steel beam, the yielding energy dissipation capacity of the rigid joint is controllable, the deformation capacity is strong, the energy dissipation capacity is strong, and the bearing capacity is controllable, so as to ensure that the overall structure is safe and reliable. The yielding energy dissipation capacity of the traditional beam-column connection joint is determined by the steel beam itself, and the energy dissipation hysteresis curve is determined by the steel of the steel beam. The variable stiffness connecting rod is adopted in the utility model, the yielding energy dissipation capacity is controlled by the connecting rod, the connecting rod can be a BRB support or a small viscous damper, and the energy dissipation capacity is determined by the energy dissipation capacity of the BRB or the viscous damper, so that the yielding energy dissipation capacity is controllable.
[0038] (3) The energy dissipation type beam end rigid joint of the steel beam is different from the traditional joint steel beam end yielding mechanism, and the plastic hinge position of the rigid joint is controllable. The plastic hinge position is at the position of the connecting rod yielding, the middle position of the connecting rod can be used for simplified calculation, the yield time and energy dissipation capacity of the plastic hinge can be controlled by setting or adjusting the strength and stiffness of the connecting rod, and the plastic hinge position is controllable.
[0039] (4) The energy dissipation type beam end rigid joint of the steel beam can reduce secondary disasters caused by the earthquake, the building function recovers quickly, is basically not affected, the node repair is simple and convenient after the earthquake, and the operability is strong. The energy dissipation component is a connecting rod unit, under the action of the earthquake, the connecting rod unit yields or has other forms of energy dissipation, only the connecting rod unit is damaged, and after the earthquake, the connecting rod unit can be directly replaced, and the temporary support is generally not needed during replacement due to the existence of the pin shaft.
[0040] (5) The energy dissipation type beam end rigid joint of the steel beam has the advantages of simple structure, fast construction speed and saved construction period.
[0041] It should be understood that the implementation of any embodiment of the utility model does not mean that multiple or all of the above beneficial effects are simultaneously achieved or achieved. BRIEF DESCRIPTION OF DRAWINGS
[0042] In order to more clearly illustrate the embodiments of the utility model or the technical solutions in the prior art, the drawings needed in the following embodiment or prior art description will be briefly introduced. Obviously, the drawings in the following description are only exemplary, and those skilled in the art can also obtain other implementation drawings according to the provided drawings without creating additional labor.
[0043] The structure, proportion, size, etc. shown in the specification are only used to cooperate with the content disclosed in the specification, so as to be understood and read by those skilled in the art, and do not have technical substantive significance, any modification of structure, change of proportion relationship or adjustment of size, without affecting the effect and purpose that can be achieved by the utility model, should still fall within the scope of the technical content disclosed by the utility model.
[0044] Figure 1 Exemplary schematic diagram of the assembled state of the rigid joint (concrete column) of an embodiment of the utility model is shown;
[0045] Figure 2 Exemplary schematic diagram of the assembled state of the rigid joint (concrete column) of an embodiment of the utility model is shown; Figure 1 Exemplary schematic diagram of the assembled state of the rigid joint (concrete column) of an embodiment of the utility model is shown;
[0046] Figure 3 Exemplary schematic diagram of the assembled state of the rigid joint (concrete column) of an embodiment of the utility model is shown; Figure 1 Exemplary schematic diagram of the assembled state of the rigid joint (concrete column) of an embodiment of the utility model is shown;
[0047] Figure 4 Exemplary schematic diagram of the assembled state of the rigid joint (concrete column) of an embodiment of the utility model is shown;
[0048] Markings in the figure:
[0049] Rigid joint 100, frame column 200, steel beam 300;
[0050] Column side fixing member 1, column body embedded member 11, column side first connecting plate 12, column side second connecting plate 13;
[0051] Beam end fixing member 2, beam end plate 21, beam end first connecting plate 22, beam end second connecting plate 23, stiffening plate 24;
[0052] Connecting member 3, variable stiffness connecting rod 31, pin shaft 32.
[0053] The same or corresponding markings in the figure represent the same or corresponding parts. DETAILED DESCRIPTION
[0054] To make the purpose, technical scheme and advantages of the embodiments of the utility model clearer and more apparent, the embodiments of the utility model are further described in detail below in combination with the drawings. Here, the illustrative embodiments of the utility model and their descriptions are used to explain the utility model, but not as a limitation on the utility model.
[0055] In this utility model, unless otherwise explicitly specified and limited, the terms "installation," "connection," "joining," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this utility model according to the specific circumstances.
[0056] It should be understood that the terms "comprising / including," "consisting of," or any other variations are intended to cover non-exclusive inclusion, such that a product, apparatus, process, or method that comprises a list of elements includes not only those elements but may also include, where necessary, other elements not expressly listed, or elements inherent to such a product, apparatus, process, or method. Without further limitation, an element defined by the phrases "comprising / including," "consisting of," does not exclude the presence of additional identical elements in the product, apparatus, process, or method that includes said element.
[0057] It should also be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device, component or structure referred to must have a specific orientation, be constructed or operated in a specific orientation, and should not be construed as a limitation on this utility model.
[0058] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this utility model, "a plurality of" means two or more, unless otherwise explicitly specified.
[0059] In view of the shortcomings of both weakened and strengthened joints, such as insufficient load-bearing capacity, limited energy dissipation capacity, and difficulty in post-earthquake repair, this utility model provides an energy-dissipating rigid beam end joint for steel beams to solve the corresponding problems and meet the structural needs of multi-story and high-rise steel structures.
[0060] The present invention will now be described in detail with reference to preferred embodiments.
[0061] like Figures 1-4 As shown, Figure 1An assembled state diagram of a rigid joint (concrete column) of an embodiment is shown. Figure 2 An assembled state diagram of a rigid joint (concrete column) of an embodiment is shown. Figure 1 An assembled state diagram of a rigid joint (concrete column) of an embodiment is shown. Figure 3 An assembled state diagram of a rigid joint (concrete column) of an embodiment is shown. Figure 1 An embedded part diagram of a column body in the rigid joint is shown. Figure 4 A rigid joint diagram (steel column) of another embodiment is shown.
[0062] Referring to 1-3, taking a concrete column as an example, a steel beam energy dissipation type beam end rigid joint 100 is first shown, connecting two sides of a frame column 200 and a steel beam 300. The rigid joint 100 is mainly composed of a column side fixing part 1, a beam end fixing part 2 and a connecting part 3, the connecting part 3 connects the column side fixing part 1 and the beam end fixing part 2 on both sides, so as to realize the assembled connection and fixation of the beam column, and meet the needs of bearing capacity, energy dissipation and post-earthquake repair.
[0063] Specifically, the column side fixing part 1 is connected and fixed on the frame column 200 as its name implies, and the column side fixing part 1 first includes a column side first connecting plate 12, two groups of the column side first connecting plate 12 are arranged in height, and the two groups of the column side first connecting plate 12 are welded and fixed on the column body corresponding to one side of the steel beam 300 of the frame column 200, and are arranged in an upper and lower interval, the upper and lower interval positions correspond to the upper and lower edges of the steel beam, or are more upward and downward relative to the upper and lower edges of the steel beam, so as to butt joint the steel beam. In addition, the column side first connecting plate 12 is generally not less than two groups in the plane, and is arranged symmetrically to ensure the overall stability of the support.
[0064] The column side fixing part 1 further includes a column side second connecting plate 13, one group of the column side second connecting plate 13 is arranged in height, and the column side second connecting plate 13 is arranged between the two groups of the column side first connecting plate 12, similar to the column side first connecting plate 12, the column side second connecting plate 13 is welded and fixed on the column body corresponding to one side of the steel beam 300 of the frame column 200. In addition, the column side second connecting plate 13 is generally not less than two groups in the plane, and is arranged symmetrically to ensure the overall stability of the support.
[0065] It should be noted that the shape and size of the column side first connecting plate 12 are determined according to design requirements, and the cross section is shown as a rectangle in the figure, which can be a square block, a strip plate, etc., which is suitable for connecting variable stiffness connecting rods.
[0066] The shape and size of the column side second connecting plate 13 are determined according to design requirements, but the column side second connecting plate 13 should extend to one side of the steel beam, so as to connect the pin shaft.
[0067] In addition, for the case that the frame column 200 is a concrete column, in order to facilitate the fixation of the column side first connecting plate 12 and the column side second connecting plate 13, a column body embedded part 11 is embedded in the column body corresponding to one side of the steel beam 300, which is preferably a square or rectangular steel plate embedded in the column body during the manufacture of the concrete column, and the outer surface is flush with the surface of the column body. A plurality of anchor bars are welded on the back surface (the inward surface) of the steel plate, which can be connected with the main reinforcement of the concrete column and firmly embedded in the column body through the plurality of anchor bars. The column side first connecting plate 12 and the column side second connecting plate 13 are both welded on the outer surface of the steel plate.
[0068] Continuing to refer to Figures 1-2 The beam end fixing part 2 is arranged at one end of the steel beam 300 and connected with the steel beam 300, and the beam end fixing part 2 first includes a beam end plate 21, which is a square or rectangular steel plate welded on the end of the steel beam 300, and mainly used for arranging the beam end first connecting plate 22 and the beam end second connecting plate 23.
[0069] The beam end fixing part 2 further includes the beam end first connecting plate 22 corresponding to the column side first connecting plate 12, which is arranged in two groups in height, and the two groups of beam end first connecting plates 22 are welded on the beam end plate 21 and correspond to the two groups of column side first connecting plates 12. The beam end first connecting plate 22 can adopt the same structure as the column side first connecting plate 12. In addition, the beam end first connecting plate 22 is generally not less than two groups in the plane, and is symmetrically arranged to ensure the overall stability of the support.
[0070] The beam end fixing part 2 further includes the beam end second connecting plate 23, which is arranged in one group between the two groups of beam end first connecting plates 22 and corresponds to the column side second connecting plate 13. The beam end second connecting plate 23 can adopt the same structure as the column side second connecting plate 13. In addition, the beam end second connecting plate 23 is generally not less than two groups in the plane, and is symmetrically arranged to ensure the overall stability of the support.
[0071] Continuing to refer to Figures 1-2 The utility model rigid joint 100 is provided with a connecting part 3 for connecting the column side fixing part 1 and the beam end fixing part 2 on both sides.
[0072] The connecting part 3 first includes a variable stiffness connecting rod 31, which is provided with two groups, and the two ends are provided with bolt holes corresponding to the two groups of column side first connecting plates 12 and the two groups of beam end first connecting plates 22 respectively, and are connected and fixed through high-strength bolts. Similarly, the variable stiffness connecting rod 31 is generally not less than two groups in the plane, and is symmetrically arranged to ensure the overall stability of the support.
[0073] Two groups of variable stiffness connecting rods are arranged, and the upper and lower variable stiffness connecting rods jointly resist the end bending moment of the steel beam. Under the reciprocating action of the earthquake, the variable stiffness connecting rods yield and dissipate energy, thereby reducing the seismic damage of the structure and ensuring the safety of the overall structure. After the earthquake, the variable stiffness connecting rods are easy to replace. In order to ensure that the variable stiffness connecting rods yield before the end of the steel beam under the action of the earthquake, the variable stiffness connecting rods are made of low-yield-point steel, and the section is determined according to the calculation. Generally, buckling restrained braces, viscous dampers and the like can be used, and the specific specifications need to be comprehensively determined according to the seismic intensity and the required dissipated seismic energy.
[0074] The connecting piece 3 further comprises a pin shaft 32, and the column side second connecting plate 13 and the beam end second connecting plate 23 are provided with pin shaft holes at free ends, and the column side second connecting plate 13 and the beam end second connecting plate 23 are connected through the pin shaft 32 penetrating the pin shaft holes. Similarly, the pin shaft 32 is generally not less than two groups in the plane and is symmetrically arranged to ensure the overall stability of the support.
[0075] In a preferred embodiment, the column side second connecting plate 13 and the beam end second connecting plate 23 are in the form of an ear plate, one end of the ear plate of the column side is fixed to the steel column 200 (or the column body embedded part 11) by equal strength welding, and the other end is provided with a pin shaft hole, one end of the ear plate of the beam end is fixed to the steel beam 300 (the beam end plate 21) by equal strength welding, and the other end is provided with a pin shaft hole, and the two ear plates are connected through the pin shaft 32.
[0076] The ear plate of the column side and the ear plate of the beam end are connected through the pin shaft, and are used to bear the shear force of the end of the steel beam, the sectional strength of the ear plate is generally not less than 1.3 times the sectional strength of the web of the steel beam, and the shear bearing capacity of the pin shaft is not less than 1.2 times the shear bearing capacity of the ear plate.
[0077] Through the connection of the connecting rod rigid connection and the ear plate pin shaft hinged connection, under the action of the earthquake, there is a bending moment and a shear force at the beam end, the shear force is borne by the ear plate pin shaft, and the bending moment is borne by the upper and lower connecting rods, and under the action of the bending moment, the upper and lower connecting rods will produce tensile and compressive deformation and energy dissipation, thereby dissipating the seismic energy.
[0078] In addition, the beam end plate 21 is preferably designed to have a plane size greater than the cross-sectional size of the steel beam 300, and the main purposes are as follows: first, the size of the end plate is increased to form an expansion at the beam end, thereby facilitating the arrangement of the beam end first connecting plate 22 and the beam end second connecting plate 23; second, the steel beam cross section is generally H-shaped or box-shaped, and the increased end plate facilitates the connection; third, the beam end joint stiffness is increased, the beam end deformation is reduced, and the deformation is controlled to occur in the energy dissipation zone as much as possible, thereby improving the energy dissipation capacity of the rigid joint and improving the energy dissipation efficiency. At this time, in order to ensure the stiffness of the beam end plate 21, a stiffening plate 24 needs to be welded and connected between the back of the beam end plate 21 and the steel beam 300, for example, welded and connected with the upper and lower flanges of the steel beam 300, and the stiffening plates 24 are symmetrically arranged on the upper and lower flanges of the steel beam 300. In addition to meeting the calculation requirements, the stiffening rib size also needs to meet the construction requirements.
[0079] As Figure 4 shown, another form of rigid joint is shown, in this embodiment, the frame column 200 is a steel column, such as an H-shaped steel column, the rigid joint 100 is basically the same as the case of the concrete column, the difference is that the column body embedded part 11 does not need to be additionally arranged on the steel column, the column side first connecting plate 12 and the column side second connecting plate 13 are directly welded and fixed on the steel column, and for the H-shaped steel column, the column side first connecting plate 12 and the column side second connecting plate 13 are directly welded and fixed on the flange plate.
[0080] On the basis of the above rigid joint 100, by connecting the frame column 200 and the steel beam 300, a kind of energy dissipation type beam-column structural system can be obtained.
[0081] The energy dissipation type beam end rigid joint of steel beam and energy dissipation type beam-column structural system of the utility model can be widely applied in industrial and civil multi-storey steel structure building.
[0082] The selection of the terms used in this document is intended to best explain the principles of the various embodiments, practical application, or technical improvement in the art, or to enable other ordinary skilled persons in the art to understand the various embodiments disclosed herein.
[0083] The various embodiments of the utility model have been described above, the above description is exemplary, not exhaustive, and is not limited to the disclosed embodiments. Many modifications and changes are obvious to those skilled in the art without departing from the scope and spirit of the described embodiments.
Claims
1. An energy dissipation type beam end rigid connection of a steel beam, characterized by, The rigid joint comprises: A column side fixing member, which comprises a column side first connecting plate and a column side second connecting plate, and two groups of the column side first connecting plates are welded and fixed to the column body on one side of the corresponding steel beam of the frame column, and one group of the column side second connecting plates is welded and fixed to the column body on one side of the corresponding steel beam of the frame column and is located between the two groups of the column side first connecting plates; A beam end fixing member, which comprises a beam end plate, a beam end first connecting plate and a beam end second connecting plate, wherein the beam end plate is welded and fixed to the beam end on one side of the corresponding frame column of the steel beam, the two groups of the beam end first connecting plates are welded and fixed to the beam end plate and correspond to the two groups of the column side first connecting plates, and one group of the beam end second connecting plates is welded and fixed to the beam end plate and corresponds to the column side second connecting plates and is located between the two groups of the beam end first connecting plates; A connecting member, which comprises a variable stiffness connecting rod and a pin shaft, wherein the two groups of the variable stiffness connecting rods are connected to the column side first connecting plates and the beam end first connecting plates respectively, and one group of the pin shafts is connected to the column side second connecting plates and the beam end second connecting plates; and The column side first connecting plates and the column side second connecting plates, the beam end first connecting plates and the beam end second connecting plates, the variable stiffness connecting rods and the pin shafts are symmetrically arranged in at least two groups in the plane.
2. The rigid joint node of claim 1, wherein, When the frame column is a concrete column, the column body on one side of the corresponding steel beam of the concrete column is embedded with a column side pre-buried steel plate, and the column side first connecting plates and the column side second connecting plates are both welded and fixed to the column side pre-buried steel plate; When the frame column is a steel column, the column side first connecting plates and the column side second connecting plates are both welded and fixed to the steel column.
3. The rigid joint of claim 2, wherein, The back of the column side pre-buried steel plate is anchored in the concrete column through anchor bars.
4. The rigid joint of claim 1, wherein, The column side second connecting plates and the beam end second connecting plates both adopt ear plates, and the ear plates are strongly welded with the frame column, the steel beam and the like.
5. The rigid joint of claim 4, wherein, The cross-sectional strength of the ear plate is not less than 1.3 times the strength of the web plate of the steel beam, and the shear bearing capacity of the pin shaft is not less than 1.2 times the shear bearing capacity of the ear plate.
6. The rigid joint of claim 1, wherein, The variable stiffness connecting rod is connected and fixed to the column side first connecting plates and the beam end first connecting plates through bolts.
7. The rigid joint of any one of claims 1 to 6, wherein, The variable stiffness connecting rod is made of low yield point steel material to yield earlier than the steel beam end.
8. The rigid joint of claim 7, wherein, The variable stiffness connecting rod adopts a BRB support or a small viscous damper.
9. The rigid node of claim 1, wherein, The beam end plate has a plane size greater than the cross-sectional size of the steel beam.
10. The rigid joint of claim 9, wherein, A stiffener plate is welded and connected between the back of the beam end plate and the steel beam, and the stiffener plate is symmetrically arranged at the top and bottom of the steel beam.