Multi-state adaptive steel structure beam column toughness damping joint

Abstract

The utility model discloses a multi-state adaptive steel structure beam column toughness shock absorption node, which comprises a vertical bearing assembly and a toughness shock absorption assembly, the vertical bearing assembly comprises a first beam body, a second beam body and a first pin shaft, the first beam body is connected with the second beam body through the first pin shaft, and the first beam body is connected with a steel body through a bolt; the tough damping assembly comprises a buckling-restrained steel plate unit and a speed type energy dissipation device, and the buckling-restrained steel plate unit is installed on an upper flange plate of the first beam body and an upper flange plate of the second beam body through connecting pieces and located above the first pin shaft; the speed type energy dissipater is arranged below the vertical bearing assembly, one end of the speed type energy dissipater is connected with the first beam body through a pin shaft, and the other end of the speed type energy dissipater is connected with the second beam body through a pin shaft. Vertical bearing and horizontal lateral phase resisting separation can be achieved, damage controllability is achieved, repairing can be achieved after an earthquake, and therefore the structural anti-seismic capacity and building functions can be rapidly recovered.

Description

Technical Field

[0001] The utility model relates to the field of shock absorption and earthquake-resistant reinforcement of steel structure buildings, in particular to a multi-state adaptive steel structure beam-column toughness shock absorption node. Background Art

[0002] Steel structure has become one of the most widely used structural forms in building structures, with the characteristics of strong spanning capacity, flexible layout, factory-based component manufacturing, information-based logistics and transportation, mechanized installation on site, and short construction period. Traditional steel structures mainly adopt the ductile design concept. Under the action of earthquakes, they dissipate earthquake energy through their own plastic deformation and damage. They do not have the ability to self-regulate. Even if they can meet the safety requirements of "not collapsing in a major earthquake", it is still difficult to avoid serious damage to internal components, causing their building functions to be unable to continue to be maintained, and the economic losses are difficult to estimate.

[0003] Under earthquake action, the beam-column joints in traditional steel structural frames are the first line of defense against earthquakes. Even if a more reasonable ductile design strategy of "strong columns and weak beams" or "strong joints and weak components" is adopted, after the steel beams and columns are damaged by yield and plastic hinges are formed, the structure will undergo irreversible residual deformation, and the subsequent yield stiffness reserve value is low. The building's use function is severely limited, and strict earthquake resistance appraisal and structural reinforcement and repair are required before it can continue to be put into use. The functional recovery cycle is long and the repair cost is high. If it experiences disturbances from aftershocks or on-site rescue again, the overall residual deformation of the structure will increase further, and there is a possibility of losing vertical bearing capacity at any time and causing collapse. Utility Model Content

[0004] Purpose of the utility model: The purpose of the utility model is to provide a multi-state adaptive steel structure beam-column toughness shock-absorbing node, which can adapt to the force requirements under multiple states. In the normal use stage and frequent earthquake action scenarios, the high-ductility steel plate provides elastic rotational stiffness for the node; in the fortification earthquake action scenario, the beam-column hinged node rotates and deforms, and the high-ductility steel plate on the upper flange of the beam body begins to yield and dissipate energy, becoming the first line of seismic defense, and both the steel column and the beam body maintain an elastic working state; in the rare earthquake action scenario, the velocity-type energy dissipator intervenes and becomes the second line of seismic defense, achieving sufficient energy dissipation and effectively reducing the response of the structure in the earthquake; when the damaged high-ductility steel plate or velocity-type energy dissipator is replaced after a strong earthquake, the elasticity of the beam-column hinged node can still maintain the vertical bearing performance of the overall structure, and can achieve rapid recovery of the structural seismic capacity and building function.

[0005] Technical solution: A multi-state adaptive steel structure beam-column toughness damping node, including a vertical bearing assembly and a toughness damping assembly, wherein the vertical bearing assembly includes a first beam body, a second beam body and a first pin shaft, wherein the first beam body is connected to the second beam body through the first pin shaft, and the first beam body is connected to the steel body through bolts;

[0006] The toughness shock-absorbing assembly includes an anti-buckling steel plate unit and a velocity-type energy absorber. The anti-buckling steel plate unit is installed on the upper flange plate of the first beam body and the second beam body through a connecting piece and is located above the first pin shaft; the velocity-type energy absorber is arranged below the vertical bearing assembly, one end of which is connected to the first beam body through a pin shaft, and the other end is connected to the second beam body through a pin shaft.

[0007] Furthermore, the anti-buckling steel plate unit includes a high-ductility steel plate, a polytetrafluoroethylene plate and an anti-buckling cover plate. The high-ductility steel plate is installed on the upper flange plates of the first beam body and the second beam body by bolts, and the polytetrafluoroethylene plate and the anti-buckling cover plate are connected to the high-ductility steel plate by bolts in turn.

[0008] Furthermore, the connection holes on the polytetrafluoroethylene plate and the anti-buckling cover plate are long sliding holes.

[0009] Furthermore, an energy dissipator connecting ear plate connected to the velocity type energy dissipator is provided below the first beam body, and the energy dissipator connecting ear plate is connected to the first beam body through bolts.

[0010] Furthermore, a horizontal corbel is provided at the lower part of the web of the second beam, a haunch plate is provided between the horizontal corbel and the main structure of the second beam, and an energy dissipator connecting ear plate connected to the velocity type energy dissipator is provided on the side of the horizontal corbel, and the energy dissipator connecting ear plate is connected to the horizontal corbel by bolts.

[0011] Furthermore, the anti-buckling steel plate unit is replaced with a displacement damper.

[0012] Compared with the prior art, the utility model has the following beneficial effects:

[0013] 1. According to the performance requirements of the structure in various scenarios, the utility model constructs a beam-column node vertical load-bearing component and a toughness shock-absorbing component, realizing a system in which the vertical load-bearing system and the horizontal lateral resistance system are separated. The two are in a parallel relationship in the structural system, each performing its own function, and have the advantages of controllable damage and post-earthquake repair, thereby achieving the advantages of rapid recovery of the structural seismic resistance and building functions;

[0014] 2. The beam-column node of the utility model has multiple seismic defense lines. By setting energy dissipation and shock absorption devices that meet the force transmission requirements under gravity load and the deformation mode under earthquake action at the position where plastic hinges are likely to appear in the beam body, and using them as replaceable damaged elements, the ductile design concept of "strong column and weak beam" and "strong node and weak member" is followed. Under normal use and small earthquake levels, high-ductility steel plates can provide elastic rotational stiffness for nodes; under medium earthquake levels, high-ductility steel plates begin to yield and consume energy, becoming the first seismic defense line; under large earthquake levels, velocity-type energy dissipators intervene to become the second seismic defense line; after a strong earthquake, only the damaged high-ductility steel plates or velocity-type energy dissipators need to be replaced, which can achieve rapid recovery of the seismic resistance of the structure and the function of the building, and can greatly reduce the repair cost and shorten the repair cycle. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 This is a schematic diagram of the overall structure of the first embodiment;

[0016] Figure 2 This is a schematic diagram of the structure of the vertical bearing assembly in the first embodiment;

[0017] Figure 3 This is a schematic diagram of the exploded structure of the vertical bearing assembly in the first embodiment;

[0018] Figure 4 for Figure 3 Schematic diagram of the cross-sectional structure at AA in the middle;

[0019] Figure 5 for Figure 3 Schematic diagram of the cross-sectional structure at the middle BB;

[0020] Figure 6 This is a schematic diagram of the structure of the toughness damping assembly in the first embodiment;

[0021] Figure 7 This is a schematic diagram of the explosion structure of the buckling-resistance steel plate unit in the first embodiment;

[0022] Figure 8 It is a schematic diagram of the planar structure of the installation steps of the buckling-resistance steel plate unit in the first embodiment;

[0023] Fig. 9 This is a side view structural diagram of the installation steps of the first embodiment of the present invention;

[0024] Fig.10 This is a schematic diagram of the overall structure of the second embodiment;

[0025] Fig.11 This is a schematic diagram of the overall structure of the third embodiment;

[0026] Description of reference numerals:

[0027] 1. Steel column, 2. First beam, 21. Long sliding hole, 22. Bolt, 23. First beam positioning hole, 3. Second beam, 31. Horizontal corbel, 32. Axillary plate, 33. Second beam positioning hole, 4. First pin, 41. Round steel gasket, 5. High ductility steel plate, 51. Polytetrafluoroethylene plate, 52. Anti-buckling steel cover plate, 6. Velocity type energy absorber, 61. Energy absorber connecting pin, 62. Energy absorber connecting ear plate, 63. Energy absorber connecting ear plate pin hole. DETAILED DESCRIPTION

[0028] The utility model is further described in detail below in conjunction with the accompanying drawings and specific implementation methods.

[0029] Embodiment 1

[0030] like Figure 1 As shown, the utility model proposes a multi-state adaptive steel structure beam-column tough shock-absorbing node, which is composed of a vertical load-bearing component and a tough shock-absorbing component. The vertical load-bearing component and the tough shock-absorbing component are a parallel system, and the tough shock-absorbing component is detachable.

[0031] like Figure 2 As shown, the vertical bearing assembly includes a first beam body 2, a second beam body 3 and a first pin shaft 4; Figure 1 As shown, the first beam body 2 is vertically connected to the side flange plate of the steel column 1 by bolts 22, and the web end positions of the first beam body 2 and the second beam body 3 are respectively provided with positioning holes corresponding to the connection with the first pin shaft 4, and circular steel gaskets 41 are provided on the outermost sides of the positioning holes; the first beam body 2 and the second beam body 3 are connected by the first pin shaft 4 to form a detachable beam body.

[0032] like Figure 3 , Figure 4 As shown, the first beam body 2 is vertically connected to the side flange plate of the steel column 1 by bolts 22, and the end of the first beam body 2 is arranged at the first beam body positioning hole 23. An energy dissipator connecting ear plate 62 is provided below the side flange plate of the steel column 1 and the first beam body 2, and an energy dissipator connecting ear plate pin shaft hole 63 is provided on the energy dissipator connecting ear plate 62.

[0033] like Figure 3 , Figure 5 As shown, a second beam body locating hole 33 corresponding to the first pin shaft 4 is provided at the end position of the web of the second beam body 3, a horizontal corbel 31 is provided at the lower part of the web of the second beam body 3, an axle plate 32 is provided between the horizontal corbel 31 and the main structure of the second beam body 3, and an energy dissipator connecting ear plate 62 is provided on the side of the horizontal corbel 31.

[0034] like Figure 6As shown, the toughness damping assembly includes a replaceable anti-buckling steel plate unit and a velocity-type energy absorber 6. The anti-buckling steel plate unit includes a high-ductility steel plate 5, a polytetrafluoroethylene plate 51 and an anti-buckling cover plate 52. The high-ductility steel plate 5 is installed on the upper flange plates of the first beam body 2 and the second beam body 3 by bolt connection. The polytetrafluoroethylene plate 51 and the anti-buckling cover plate 52 are arranged on the high-ductility steel plate 5 from bottom to top in sequence. The polytetrafluoroethylene plate 51 and the anti-buckling cover plate 52 are respectively installed on the high-ductility steel plate 5 by bolts. The installation holes on the high-ductility steel plate 5 and the upper flange plate are both long sliding holes 21, as shown in FIG. Figure 7 The velocity type energy dissipator 6 is located between the steel column 1 and the horizontal corbel 31 of the second beam body 3, and the ends are connected by the energy dissipator connecting pin 61.

[0035] like Figure 8 As shown in Figures S1 to S4, the installation steps of the buckling-resistance steel plate unit are as follows:

[0036] Step A1, the first beam body 2 is connected to the steel column 1, and the second beam body 3 is connected to the steel column 1 through the first pin shaft 4.

[0037] Step A2: Install the high ductility steel plate 5 on the upper flange plates of the first beam body 2 and the second beam body 3 by using bolts.

[0038] Step A3: Install the polytetrafluoroethylene plate 51 on the middle part of the high ductility steel plate 5 by using bolts.

[0039] Step A4, installing the anti-buckling cover plate 52 on the polytetrafluoroethylene plate 51 with bolts.

[0040] like Fig. 9 As shown in Figures S1 to S5 of FIG. 1 , the installation steps of the toughness damping node of the utility model are as follows:

[0041] Step B1, the first beam body 2 is connected to the steel column 1, and the second beam body 3 is connected to the steel column 1 through the first pin shaft 4.

[0042] Step B2: installing high ductility steel plates 5 on the upper flanges of the first beam body 2 and the second beam body 3 .

[0043] Step B3, installing a polytetrafluoroethylene plate 51 on the high ductility steel plate 5 .

[0044] Step B4, installing the anti-buckling cover plate 52 on the polytetrafluoroethylene plate 51; by installing the polytetrafluoroethylene plate 51, the anti-buckling cover plate 52 is isolated from the high ductility steel plate 5. The polytetrafluoroethylene plate 51 and the anti-buckling cover plate 52 are respectively installed on the upper flange plates of the first beam body 2 and the second beam body 3 through the long sliding holes 21, ensuring that the polytetrafluoroethylene plate 51 and the anti-buckling cover plate 52 slide in the plane.

[0045] Step B5, installing the velocity damper 6.

[0046] In order to meet the stress requirements in various scenarios, especially in normal use and under the condition of frequent earthquakes, a high-ductility steel plate 5 is provided on the upper flange plate of the first beam body 2 and the second beam body 3 to provide rigidity and stability for the overall structure, and only yield and dissipate energy under the design earthquake action and the rare earthquake action. Furthermore, the anti-buckling steel plate unit can also use a displacement damper.

[0047] The tough shock-absorbing node of the utility model can adapt to the force requirements under multiple states. In the normal use stage and frequent earthquake action scenarios, the high-ductility steel plate 5 provides elastic rotational stiffness for the node; in the fortification earthquake action scenario, the beam-column hinged node rotates and deforms, and the high-ductility steel plate 5 on the flange plate of the beam body begins to yield and consume energy, becoming the first line of seismic defense, and both the steel column and the beam body maintain an elastic working state; in the rare earthquake action scenario, the velocity-type energy dissipator 6 intervenes to work, becoming the second line of seismic defense, achieving full energy dissipation, and effectively reducing the response of the structure in the earthquake; after a strong earthquake, when the damaged high-ductility steel plate 5 or velocity-type energy dissipator 6 is replaced, the elasticity of the beam-column hinged node can still maintain the vertical bearing performance of the overall structure, and can achieve rapid recovery of the structural seismic resistance and building function.

[0048] Embodiment 2

[0049] like Fig.10 As shown, the utility model is used for the node structure of the middle span, and toughness damping nodes are respectively provided on both sides of the steel column 1.

[0050] Embodiment 3

[0051] like Fig.11 As shown, the utility model is used for the construction of a single-span frame structure, and a toughness damping node is provided on one side of the steel column 1.

Claims

1. A multi-state adaptive steel structure beam-column toughness damping node, characterized in that: It comprises a vertical bearing assembly and a toughness damping assembly, wherein the vertical bearing assembly comprises a first beam body (2), a second beam body (3) and a first pin shaft (4), the first beam body (2) is connected to the second beam body (3) via the first pin shaft (4), and the first beam body (2) is connected to the steel body (1) via bolts; The toughness damping assembly comprises an anti-buckling steel plate unit and a velocity-type energy absorber (6); the anti-buckling steel plate unit is installed on the upper flange plates of the first beam body (2) and the second beam body (3) through a connecting piece and is located above the first pin shaft (4); the velocity-type energy absorber (6) is arranged below the vertical bearing assembly, one end of which is connected to the first beam body (2) through a pin shaft, and the other end of which is connected to the second beam body (3) through a pin shaft.

2. The multi-state adaptive steel structure beam-column toughness damping node according to claim 1 is characterized in that: The anti-buckling steel plate unit comprises a high-ductility steel plate (5), a polytetrafluoroethylene plate (51) and an anti-buckling cover plate (52); the high-ductility steel plate (5) is mounted on the upper flange plates of the first beam body (2) and the second beam body (3) by means of bolts; the polytetrafluoroethylene plate (51) and the anti-buckling cover plate (52) are connected to the high-ductility steel plate (5) in turn by means of bolts.

3. The multi-state adaptive steel structure beam-column toughness damping node according to claim 2 is characterized in that: The connection holes on the polytetrafluoroethylene plate (51) and the anti-buckling cover plate (52) are both long sliding holes.

4. The multi-state adaptive steel structure beam-column toughness damping node according to claim 1 is characterized in that: An energy dissipator connecting ear plate (62) connected to the velocity type energy dissipator (6) is provided below the first beam body (2); the energy dissipator connecting ear plate (62) is connected to the first beam body (2) via bolts.

5. The multi-state adaptive steel structure beam-column toughness damping node according to claim 1 is characterized in that: A horizontal corbel (31) is provided at the lower part of the web of the second beam body (3), a haunch plate (32) is provided between the horizontal corbel (31) and the main structure of the second beam body (3), and an energy dissipator connecting ear plate (62) connected to the velocity type energy dissipator (6) is provided on the side of the horizontal corbel (31), and the energy dissipator connecting ear plate (62) is connected to the horizontal corbel (31) by bolts.

6. The multi-state adaptive steel structure beam-column toughness damping node according to any one of claims 1 to 5, characterized in that: The anti-buckling steel plate unit is replaced with a displacement damper.

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