Prefabricated building anti-seismic energy beam-column joint

Abstract

The utility model discloses an assembled building anti-seismic energy dissipation beam column joint for achieving the goal of anti-seismic and self-resetting on the basis of maintaining dry connection. Wherein, the upper and lower corbels are fixed on the steel column and clamp the mounting end of the steel beam, the lower side wing plate of the mounting end of the steel beam is matched with the lower corbel through the lower convex arc structure, and a polytetrafluoroethylene arc plate is arranged at the matching surface of the two; the upper side wing plate of the mounting end of the steel beam is matched with the upper corbel through the plane mechanical structure, and an elastic rubber sheet is arranged at the matching surface of the two. In the technology, the elastic rubber sheet and the elastic element are used, so that the seismic energy is consumed on the preset elastic rubber sheet and elastic element, which can protect the main structure from being damaged, and only the energy dissipation elements need to be replaced after the earthquake.

Description

Technical Field

[0001] This utility model relates to the field of design and construction technology of seismic-resistant energy-dissipating beam-column joints in prefabricated buildings. Background Technology

[0002] In prefabricated buildings, seismic energy-dissipating beam-column joints are a key technology for ensuring the overall structural safety of the building. At the design level, they must effectively dissipate seismic energy, control damage sites, and facilitate post-earthquake repair. Regarding seismic energy, seismic waves include P-waves and S-waves. P-waves arrive at the ground first, causing a jolt (height-based jolt) and warning people to take precautions. S-waves arrive subsequently, causing a swaying sensation and objects to swing back and forth (horizontal sway). Therefore, P-waves are waves where the direction of particle vibration in the medium is parallel to the direction of wave propagation, while S-waves are waves where the direction of particle vibration in the medium is perpendicular to the direction of wave propagation. This distinction is particularly important in seismic design. The design of prefabricated seismic energy-dissipating beam-column joints essentially involves selecting a systematic solution for seismic energy management.

[0003] In traditional design and construction management, steel beams and columns are directly fastened together using high-strength bolts or rivets. For example, Chinese patent document CN2714664Y discloses a haunched beam-column joint, including a steel column and a steel beam, wherein the steel column is a rectangular steel pipe column; the rectangular steel pipe column and the steel beam are connected by a haunched plate; one side of the haunched plate is fixed to the flange of the rectangular steel pipe column, and the other side is fixed to a haunched end plate; the connecting end of the steel beam is fixed to the beam end plate; the haunched end plate and the beam end plate are fixed together with high-strength bolts. This structure is simple and easy to construct, but its shortcomings are also obvious: it cannot achieve energy dissipation design and self-recovery during earthquakes.

[0004] To address the issues of seismic energy dissipation and self-recovery, Beijing University of Technology submitted a self-resetting prefabricated beam-column joint based on a sawtooth flange reset connector and a self-balancing disc spring web connector, publication number CN120506019A. The structure includes a steel column with a cantilever beam segment; a sawtooth flange self-resetting connector that fixes the steel beam and the cantilever beam segment at the upper and lower flanges using a sawtooth mechanical engagement combined with disc spring bolts, achieving energy dissipation through sliding friction and self-resetting through the disc spring bolts; and a self-balancing disc spring web connector that fixes the steel beam and the cantilever beam segment at the web using a self-resetting disc spring assembly, achieving self-resetting through the self-resetting disc spring assembly. This structure possesses post-earthquake self-resetting functionality, returning to its initial position after an earthquake, significantly reducing residual deformation and lowering post-earthquake repair costs. However, its effectiveness in P-wave energy dissipation is not significant, leaving room for improvement. Utility Model Content

[0005] To address the shortcomings mentioned in the background art, this utility model provides a prefabricated building seismic energy-dissipating beam-column joint that achieves seismic resistance and self-resetting while maintaining a dry connection.

[0006] The technical solution adopted by this utility model to solve its technical problem is as follows: A seismic-resistant energy-dissipating beam-column joint for prefabricated buildings includes a steel beam, a steel column, an upper corbel, a lower corbel, a polytetrafluoroethylene (PTFE) arc-shaped plate, and an elastic rubber sheet. The upper and lower corbels are respectively fixed to the steel column and clamp the installation end of the steel beam. The lower wing plate of the installation end of the steel beam is fitted with the lower bracket through a downwardly convex arc structure, and a polytetrafluoroethylene arc plate is provided at the mating surface of the two. The upper wing plate of the steel beam mounting end and the upper bracket are fitted together by a planar mechanical structure, and an elastic rubber sheet is provided at the mating surface of the two; and the upper wing plate and the upper bracket are fastened together by a high-strength bolt assembly, the mounting hole of the high-strength bolt assembly being a first elongated hole, which is set along the length direction of the steel beam.

[0007] Furthermore, at least one elastic element is installed between the steel column and the web of the steel beam.

[0008] Furthermore, the elastic element is a spring steel element with an elastic deformation portion in the middle.

[0009] Furthermore, the elastic rubber sheet is cured at the mounting end of the steel beam.

[0010] Furthermore, the arc-shaped structure includes an arc-shaped wing plate disposed on the lower wing plate of the steel beam and an arc-shaped support plate disposed on the lower bracket, as well as a polytetrafluoroethylene arc-shaped plate located between the two.

[0011] Furthermore, the thickness of the polytetrafluoroethylene arc-shaped plate is between 1 cm and 3 cm.

[0012] Furthermore, a second elongated hole is provided on the lower wing plate near the curved wing plate.

[0013] Furthermore, the outer side of the arc-shaped support plate is an auxiliary plate, which is provided with bolt holes. The bolt holes and the second elongated hole are mechanically connected by a high-strength bolt assembly and an elastic washer.

[0014] Furthermore, the upper bracket is composed of a vertical plate and a horizontal plate, and a reinforcing rib is provided in the upper bracket.

[0015] Furthermore, the lower bracket is composed of a second vertical plate and an arc-shaped support plate, and a reinforcing rib is provided in the lower bracket.

[0016] The beneficial effects of this utility model are: This design node is safe and reliable, and has self-resetting capability, resulting in a significant improvement in energy consumption.

[0017] This technology strengthens the installation end of the steel beam by using upper and lower brackets, thus ensuring the mechanical reliability of the installation at that location.

[0018] In this technology, the force transmission path is clear and the energy consumption mechanism is clear, ensuring that gravity, friction, shear force, etc. can be effectively transmitted through the node components.

[0019] This technology uses elastic rubber sheets and elastic elements, which dissipate seismic energy in the pre-set elastic rubber sheets and elastic elements, thus protecting the main structure from damage. After the earthquake, only these energy-dissipating elements need to be replaced.

[0020] In this technology, the design of the arc-shaped structure converts the transverse waves of an earthquake into a displacement of gravity at the beam end, resulting in a significant seismic energy dissipation effect.

[0021] This technology uses high-strength bolts throughout the dry connection and industrialized construction process, effectively improving construction speed and precision, and demonstrating the advantages of prefabricated buildings. Attached Figure Description

[0022] Figure 1 This is an installation diagram of the beam-column joint.

[0023] Figure 2 This is the main view of the beam-column joint.

[0024] Figure 3 This is a schematic diagram of the disassembly and assembly of beam-column joints.

[0025] Figure 4 This is a 3D view of the steel column.

[0026] Figure 5 This is a 3D view of the steel beam.

[0027] Figure 6 The image above shows a three-dimensional representation of a cow's leg.

[0028] Figure 7 This is a 3D diagram of the lower cow leg.

[0029] Figure 8 This is a three-dimensional diagram of an elastic element.

[0030] Figure 9 This is a three-dimensional view of a polytetrafluoroethylene (PTFE) curved plate.

[0031] Figure 10 This is a 3D view of an elastic rubber pad.

[0032] In the picture: 10. Steel beam; 11. Curved wing plate; 12. First elongated hole; 13. Second elongated hole. 20. Steel columns 30. Upper bracket; 31. First vertical board; 32. Horizontal board. 40. Lower bracket; 41. Second vertical plate; 42. Curved support plate; 43. Auxiliary plate; 44. Elastic gasket. 50. Polytetrafluoroethylene (PTFE) curved plate, 60. Elastic rubber sheet 70. Elastic element; 71. Elastic deformation part. Detailed Implementation

[0033] This embodiment will focus on the design, construction, seismic resistance principle, and self-resetting process of a seismic-resistant energy-dissipating beam-column joint in a prefabricated building, and will be explained in conjunction with the appendix to the instruction manual. Figure 1 To be continued Figure 10 The demonstration is used to help explain its implementation process.

[0034] This beam-column joint includes a steel beam 10, a steel column 20, an upper corbel 30, a lower corbel 40, a polytetrafluoroethylene (PTFE) curved plate 50, an elastic rubber sheet 60, an elastic element 70, and a high-strength bolt assembly. The steel beam 10 and the steel column 20 are fixedly connected using the upper corbel 30, the lower corbel 40, the PTFE curved plate 50, the elastic rubber sheet 60, and the elastic element 70, and dry assembly construction is carried out using the high-strength bolt assembly, forming a design with excellent seismic resistance and energy dissipation.

[0035] Specifically, refer to Figure 1 and Figure 4 The aforementioned steel column 20 has an I-beam profile, and reinforced ribs are designed in the areas where steel beams 10 need to be installed. Bolt holes are pre-machined on the flanges of the steel column 20.

[0036] refer to Figure 1 and Figure 5 The aforementioned steel beam 10 has an I-beam profile and a mounting end at one end. This mounting end has an irregular design; specifically, the lower flange of the mounting end is an arc-shaped flange 11, i.e., an arc-shaped flange 11 that protrudes downwards. Correspondingly, the web of the mounting end also has a downwardly protruding arc-shaped structure. Meanwhile, the upper flange of the mounting end remains a flat structure, and multiple first elongated holes 12 are formed on the upper flange. These first elongated holes 12 are bolt mounting holes, and their length direction is arranged along the length direction of the steel beam 10.

[0037] Furthermore, a second elongated hole 13 is provided on the lower wing plate near the arc-shaped wing plate 11 for safety redundancy.

[0038] refer to Figure 1and Figure 6 The upper bracket 30 is an angle steel structure composed of a first vertical plate 31 and a horizontal plate 32. Bolt holes are provided on the first vertical plate 31 and the horizontal plate 32. The first vertical plate 31 is attached to the flange of the steel column 20 and fastened with a high-strength bolt assembly. An elastic rubber sheet 60 is provided between the horizontal plate 32 and the upper flange of the steel beam 10 and fastened with a high-strength bolt assembly. After fastening, the steel beam 10 has a swing space and stroke in the horizontal direction relative to the steel column 20. The swing stroke is the effective size of the first elongated hole 12.

[0039] Furthermore, the aforementioned elastic rubber sheet 60 has bolt holes for mounting with high-strength bolts.

[0040] Furthermore, a reinforcing rib is provided in the upper bracket 30.

[0041] refer to Figure 1 and Figure 7 The lower bracket 40 is an angle steel structure composed of a second vertical plate 41 and an arc-shaped support plate 42. Bolt holes 21 are provided on the second vertical plate 41, which is attached to the flange of the steel column 20 and fastened using a high-strength bolt assembly. The arc-shaped support plate 42 is an arc-shaped plate, specifically a concave arc-shaped plate, used to support the arc-shaped flange 11 of the steel beam 10; that is, the curvature dimensions of the two are basically the same or approximately similar.

[0042] Furthermore, an auxiliary plate 43 extends outward from the outer side of the arc-shaped support plate 42. The auxiliary plate 43 is provided with bolt holes, which are used for non-locking connection with the lower flange of the steel beam 10 by a high-strength bolt assembly. That is, a high-strength bolt is provided, which passes through the second elongated hole and the bolt hole on the auxiliary plate, and an elastic washer 44 is fitted in the spiral assembly. The elastic washer 44 is preferably made of rubber, and preferably has the same material and thickness as the elastic rubber sheet 60, so as to meet the elastic movement space requirements between the installation points of the steel beam and the steel column.

[0043] Furthermore, a reinforcing rib is provided in the lower bracket 40.

[0044] Furthermore, a polytetrafluoroethylene (PTFE) arc-shaped plate 50 is disposed at the arc-shaped mating part between the arc-shaped support plate 42 and the steel beam 10. The thickness of the PTFE arc-shaped plate 50 is between 1 and 3 cm, and it has sufficient lubrication performance, so that when an earthquake occurs, there is an arc-shaped relative movement between the steel beam and the lower bracket, and the movement is always reciprocating, that is, it has a reset function.

[0045] Furthermore, an elastic element 70 is installed between the web of the steel column 20 and the steel beam 10. This elastic element 70 is exemplarily a spring steel element with a bent elastic deformation portion 71 in the middle, preferably an S-bend. Both ends of the elastic element 70 are mounting ends with bolt holes, which are respectively attached to the steel column 20 and the steel beam 10 and secured using high-strength bolt assemblies. After installation, the elastic element 70 provides elastic energy dissipation to the steel beam 10 and the steel column 20 in the horizontal direction. The controllable damage mechanism of this elastic element 70 is that during an earthquake, the S-bend portion of the elastic element 70 will deform and dissipate energy first until damage occurs, and the elastic element 70 can be quickly replaced.

[0046] The energy dissipation and self-recovery principle and process of this node are as follows: When longitudinal waves occur, there is relative vibration between the installation ends of steel column 20 and steel beam 10 in the height direction (gravity direction). When this vibration occurs, steel beam 10 will compress the elastic rubber sheet 60, resulting in displacement in the height direction. According to the design requirements, the maximum compression of the thickness of the elastic rubber sheet 60 is between 1 mm and 2 mm. Moreover, this process is a high-frequency vibration. Gravity energy dissipation is generated during the height displacement of the beam, thus achieving seismic resistance and energy dissipation against longitudinal waves.

[0047] When a transverse wave occurs, the mounting ends of the steel column 20 and the steel beam 10 vibrate relative to each other in the horizontal direction (the length direction of the beam). During this vibration, the mounting end of the steel beam 10 undergoes a slight upward displacement under the influence of the curved section, compressing the elastic rubber sheet 60 and causing displacement in the height direction. This height-low displacement of the beam generates gravitational energy dissipation, achieving both seismic resistance and energy dissipation against the transverse wave. This curved design and fit minimizes the horizontal displacement between the steel beam 10 and the steel column 20 during transverse wave occurrence, creating motion constraints and providing better energy dissipation. Furthermore, this curved fit, along with the planar fit between the upper flange of the steel beam and the upper corbel, gives the beam end good recovery characteristics, preventing it from becoming kinetic; that is, it is a self-resetting node design.

[0048] The installation process in this embodiment is as follows: First, the lower bracket 40 is fixedly installed on the steel column 20. Then, the polytetrafluoroethylene arc plate 50 is placed on the arc plate of the lower bracket 40. The bracket 30 and elastic rubber sheet 60 are pre-installed on the end of the steel beam 10 at the ground position. Then, the steel beam 10 is hoisted. After hoisting, the installation end of the steel beam 10 is placed on the lower bracket 40. The upper bracket 30 is tightened using a high-strength bolt assembly. After tightening, the steel beam 10 and the steel column 20 are fixed.

[0049] Example 2 In this embodiment, the elastic rubber sheet 60 from Embodiment 1 is directly bonded to the end of the steel beam from an independent component. That is, the elastic rubber sheet is directly bonded or vulcanized to the end of the steel beam. This method can effectively improve assembly efficiency.

Claims

1. A prefabricated building seismic energy-dissipating beam-column joint, comprising a steel beam (10), a steel column (20), an upper corbel (30), a lower corbel (40), a polytetrafluoroethylene arc plate (50), and an elastic rubber sheet (60), characterized in that: The upper bracket (30) and lower bracket (40) are respectively fixed to the steel column and clamp the installation end of the steel beam (10), wherein: The lower wing plate of the mounting end of the steel beam (10) is fitted with the lower bracket through a downwardly convex arc structure, and a polytetrafluoroethylene arc plate (50) is provided at the mating surface of the two. The upper wing plate of the steel beam (10) and the upper bracket (30) are fitted together by a planar mechanical structure, and an elastic rubber sheet (60) is provided at the mating surface of the two; and the upper wing plate and the upper bracket (30) are fastened together by a high-strength bolt assembly, the mounting hole of the high-strength bolt assembly being a first elongated hole (12), which is set along the length direction of the steel beam (10).

2. The prefabricated building seismic energy dissipation beam-column joint according to claim 1, characterized in that, At least one elastic element (70) is installed between the web of the steel column (20) and the steel beam (10).

3. A prefabricated building seismic-resistant energy-dissipating beam-column joint according to claim 2, characterized in that, The elastic element (70) is a spring steel element with an elastic deformation part (71) in the middle.

4. A prefabricated building seismic-resistant energy-dissipating beam-column joint according to claim 3, characterized in that, The elastic rubber sheet is fixed to the mounting end of the steel beam.

5. A prefabricated building seismic energy dissipation beam-column joint according to claim 1, characterized in that, The arc-shaped structure includes an arc-shaped wing plate (11) set on the lower wing plate of the steel beam and an arc-shaped support plate (42) set on the lower bracket, and a polytetrafluoroethylene arc-shaped plate (50) located between the two.

6. A prefabricated building seismic-resistant energy-dissipating beam-column joint according to claim 5, characterized in that, The thickness of the polytetrafluoroethylene arc plate (50) is between 1 cm and 3 cm.

7. A prefabricated building seismic-resistant energy-dissipating beam-column joint according to claim 5, characterized in that, A second elongated hole (13) is provided on the lower side wing plate near the arc-shaped wing plate (11).

8. A prefabricated building seismic-resistant energy-dissipating beam-column joint according to claim 7, characterized in that, The outer side of the arc-shaped support plate (42) is an auxiliary plate (43), on which bolt holes are provided. The bolt holes and the second elongated hole (13) are mechanically connected by a high-strength bolt assembly and an elastic washer (44).

9. A prefabricated building seismic energy dissipation beam-column joint according to claim 1, characterized in that, The upper bracket (30) is composed of a vertical plate (31) and a horizontal plate (32), and a reinforcing rib is provided in the upper bracket (30).

10. A prefabricated building seismic-resistant energy-dissipating beam-column joint according to claim 1, characterized in that, The lower bracket (40) is composed of a second vertical plate (41) and an arc-shaped support plate (42), and a reinforcing rib is provided in the lower bracket (40).

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