Anti-seismic PEC combined beam-column joint field reinforcing module and energy dissipation system

Abstract

This invention application belongs to the field of seismic resistance technology for building structures, specifically disclosing a seismic-resistant PEC composite beam-column joint reinforcement module and energy dissipation system. It includes a joint reinforcement module detachably connected to a PEC column, and an auxiliary energy dissipation system detachably connected between the lower part of the joint reinforcement module and the PEC column. The auxiliary energy dissipation system is a vertical plate made of shear-type energy-dissipating steel plate. This solution is mainly applied in the connection process between PEC columns and steel beams, solving problems such as insufficient seismic resistance of the joint area, poor energy dissipation capacity, and difficulty in post-earthquake repair in existing technologies.

Description

Technical Field

[0001] This invention belongs to the field of seismic resistance technology of building structures, and specifically discloses a seismic-resistant PEC composite beam-column joint reinforcement module and energy dissipation system. Background Technology

[0002] PEC composite structures are widely used due to their excellent load-bearing capacity and ease of construction. However, their beam-column joints, as key areas where force flows converge, are prone to complex failures under seismic loading, such as concrete crushing, steel plate buckling, and weld tearing. This can lead to a sharp decrease in structural stiffness and load-bearing capacity. Traditional joint reinforcement methods, such as adding welded cover plates or stiffening ribs, have the following problems: (1) The on-site welding workload is large, the welding quality is not easy to guarantee, and the heat-affected zone of the weld is prone to brittle fracture points; (2) The stiff reinforcement method may cause the plastic hinge to shift to the beam end, but it does not effectively dissipate seismic energy; it only shifts the failure location. (3) The lack of a replacement mechanism makes it extremely difficult and costly to repair once a node is damaged, which may result in the entire building being scrapped after the earthquake.

[0003] Therefore, the team of this invention has developed a new reinforcement system that can significantly enhance the bearing capacity and ductility of the nodal domain, as well as efficiently dissipate energy and facilitate post-earthquake repair. Summary of the Invention

[0004] The purpose of this invention is to provide a seismic-resistant PEC composite beam-column joint reinforcement module and energy dissipation system to solve the problems of insufficient seismic performance, poor energy dissipation capacity, and difficulty in post-earthquake repair in the prior art.

[0005] To achieve the above objectives, the technical solution of the present invention is as follows: a seismic-resistant PEC composite beam-column joint reinforcement module and an energy dissipation system, comprising a joint reinforcement module detachably connected to the PEC column, and an auxiliary energy dissipation system detachably connected between the lower part of the joint reinforcement module and the PEC column, the auxiliary energy dissipation system being a vertical plate made of shear-type energy dissipation steel plate.

[0006] The working principle of this technical solution is as follows: The node reinforcement module is detachably connected to one end of the steel beam. During an earthquake, the vertical plate made of shear-type energy-dissipating steel plate can act as a "fuse" and enter the yield state first. It dissipates a large amount of energy through shear deformation, thereby keeping the main structure elastic or slightly damaged. After the earthquake, the damaged vertical plate can be directly replaced to quickly restore the structural function.

[0007] The beneficial effects of this technical solution are as follows: (1) Modular assembly, quality controllable, core reinforcement modules are prefabricated in the factory, and only bolt connection is required on site. It is of high quality and fast, avoiding many drawbacks of on-site welding; (2) The vertical plate, as a replaceable "structural fuse", protects the main components. After the earthquake, only the fuse needs to be replaced, which realizes the rapid restoration of the building's function and conforms to the advanced concept of "recoverable functional structure". (3) The reinforcement module directly strengthens the weak area, and the energy-consuming element uses shear deformation to efficiently consume energy. The whole system is highly targeted and the seismic performance is comprehensively improved.

[0008] Furthermore, the node reinforcement module includes a vertical plate that can be detachably connected to the PEC column. The upper part of the vertical plate has a horizontally arranged upper flange plate, and the lower part of the vertical plate has a horizontally arranged lower flange plate. The upper and lower flange plates are symmetrically arranged. This configuration results in high structural stability and resistance to damage.

[0009] Furthermore, it also includes a support base located on the PEC column below the lower flange plate. The upper part of the upright plate is detachably connected to the lower part of the lower flange plate, and the lower part of the upright plate is detachably connected to the upper part of the support base. A separate support base effectively supports the upright plate from below.

[0010] Furthermore, the shear-type energy-dissipating steel plate is a low-yield-point steel with a yield strength between 100MPa and 160MPa, and multiple elliptical or circular through holes are evenly distributed on the vertical plate. The through holes can guide stress concentration and control the plastic deformation area.

[0011] Furthermore, the auxiliary energy dissipation system also includes multiple prestressed cables detachably connected to the vertical plate. These prestressed cables are arranged in a crisscross pattern, penetrating the web of the steel beam and applying prestress to the web. This crisscross arrangement within the joint region, with prestress applied, provides initial stiffness during minor earthquakes. During major earthquakes, as joint deformation increases, the cables are tensioned, providing additional bending resistance and self-correcting tendency, effectively controlling residual structural deformation.

[0012] Furthermore, the prestressed cables are fitted with compressible sleeves. These sleeves ensure that the cables only come into contact with the sleeves and bear direct stress during periods of significant deformation, preventing premature termination of service under minor earthquakes.

[0013] Furthermore, multiple evenly distributed shear studs are provided on the side of the vertical plate away from the steel beam. These studs are embedded into the concrete of the PEC column during installation, forming a combined effect.

[0014] Furthermore, multiple stiffening ribs are provided between the vertical plate and the upper and lower flange plates. This arrangement enhances the overall stiffness and stress transfer efficiency of the nodal domain reinforcement module. Attached Figure Description

[0015] Figure 1 This is a schematic diagram of the southeast isometric three-dimensional structure of an embodiment of the seismic-resistant PEC composite beam-column joint reinforcement module and energy dissipation system of the present invention; Figure 2 yes Figure 1 The main view; Figure 3 yes Figure 1 The right view; Figure 4 This is a schematic diagram of the southeast isometric three-dimensional structure of the upright plate; Figure 5 This is a schematic diagram of the southeast isometric three-dimensional structure of the PEC and steel beam in the connected state. Detailed Implementation

[0016] The following detailed description illustrates the specific implementation method: The reference numerals in the accompanying drawings include: 1. Node domain reinforcement module; 2. Auxiliary energy dissipation system; 3. Vertical plate; 4. Upper flange plate; 5. Lower flange plate; 6. Support seat; 7. Prestressed cable; 8. Shear stud; 9. Stiffening rib; 10.

[0017] The implementation examples are basically as follows Figure 1 , Figure 2 , Figure 3 As shown, a seismic-resistant PEC composite beam-column joint reinforcement module 1 and energy dissipation system include a joint reinforcement module 1 that is detachably connected to a PEC column. The joint reinforcement module 1 includes a vertical plate 4 that can be detachably connected to the PEC column. In this embodiment, the vertical plate 4 has holes and is connected to the PEC column by high-strength bolts. A horizontally arranged upper flange plate 5 is welded to the upper part of the vertical plate 4, and a horizontally arranged lower flange plate 6 is welded to the lower part of the vertical plate 4. The upper flange plate 5 and the lower flange plate 6 are symmetrically arranged. The vertical plate 4, the upper flange plate 5, and the lower flange plate 6 together form a U-shaped frame. Multiple evenly distributed shear studs 9 are welded to the side of the vertical plate 4 away from the steel beam.

[0018] Stiffening ribs 10 are welded at the outer corners between the vertical plate 4 and the upper flange plate 5 and the lower flange plate 6. Holes are drilled in the stiffening ribs 10 to fix the prestressed cables 8. The prestressed cables 8 are arranged crosswise during use and must penetrate the web of the steel beam. Holes are pre-drilled in the web of the steel beam and compressible sleeves are pre-fitted on the outside of the prestressed cables 8.

[0019] like Figure 4 As shown, the vertical plate 3 in this embodiment is made of shear-type energy-consuming steel plate, preferably low yield point steel with a yield strength between 100MPa and 160MPa, and has elliptical or circular through holes pre-drilled.

[0020] The upper part of the upright plate 3 is detachably connected to the lower part of the lower flange plate 6 by a pin. The support point of the lower part of the upright plate 3 is the support seat 7 pre-welded on the PEC column. The support plate is arranged horizontally. The lower part of the upright plate 3 and the upper part of the support seat 7 are detachably connected by a pin.

[0021] The core components of the entire auxiliary energy consumption system 2 are the vertical plate 3 and the prestressed cable 8.

[0022] The specific implementation process is as follows: like Figure 5 As shown, when in use, the shear studs 9 are embedded in the concrete of the PEC column, and the bolt connection between the combined vertical plate 4 and the PEC column can form a combined effect, thereby improving the fixing strength.

[0023] One end of the steel beam is placed inside the U-shaped frame. The web of the steel beam is arranged vertically. Both flanges of the steel beam are connected to the U-shaped frame vertically by high-strength bolts. Two prestressed cables 8 pass through the pre-reserved openings on the web of the steel beam and are arranged in a cross pattern. Their two ends are fixed to the corresponding stiffening ribs 10 by special locking devices. At the same time, prestress is applied to the steel beam, which can further improve the connection strength between the steel beam and the PEC column.

[0024] When the earthquake occurs, the vertical plate 3 acts as a "fuse" and is the first to yield, dissipating a large amount of energy through shear deformation, while the main structure remains elastic or only slightly damaged. After the earthquake, the damaged energy-dissipating steel plate can be replaced simply by loosening the shaft, and the structural function can be quickly restored.

[0025] During minor earthquakes, the prestressed cables provide initial stiffness. During major earthquakes, as the nodal deformation increases, the cables are tensioned, providing additional bending resistance and self-resetting tendency, thereby effectively controlling the residual deformation of the structure.

[0026] The above descriptions are merely embodiments of the present invention, and common knowledge regarding specific structures and characteristics in the solutions is not described in detail here. It should be noted that those skilled in the art can make various modifications and improvements without departing from the structure of the present invention, and these should also be considered within the scope of protection of the present invention. These modifications and improvements will not affect the effectiveness of the implementation of the present invention or the practicality of the patent.

Claims

1. A seismic-resistant PEC composite beam-column joint reinforcement module and energy dissipation system, characterized in that, It includes a node domain reinforcement module that can be detachably connected to the PEC column. An auxiliary energy dissipation system is detachably connected between the lower part of the node domain reinforcement module and the PEC column. The auxiliary energy dissipation system is a vertical plate made of shear-type energy dissipation steel plate.

2. The anti-seismic PEC composite beam-column panel zone reinforcement module and energy dissipation system according to claim 1, characterized in that, The node reinforcement module includes a vertical plate that can be detachably connected to the PEC column. The upper part of the vertical plate is provided with a horizontally arranged upper flange plate, and the lower part of the vertical plate is provided with a horizontally arranged lower flange plate. The upper flange plate and the lower flange plate are symmetrically arranged.

3. The seismic-resistant PEC composite beam-column joint reinforcement module and energy dissipation system according to claim 2, characterized in that, It also includes a support base located on the PEC column below the lower flange plate, with a detachable connection between the upper part of the upright plate and the lower part of the lower flange plate, and a detachable connection between the lower part of the upright plate and the upper part of the support base.

4. The anti-seismic PEC composite beam-column panel zone reinforcement module and energy dissipation system according to claim 3, characterized in that, The shear-type energy-consuming steel plate is a low yield point steel with a yield strength between 100MPa and 160MPa, and multiple elliptical or circular through holes are evenly distributed on the vertical plate.

5. The anti-seismic PEC composite beam-column panel zone reinforcement module and energy dissipation system according to claim 2, wherein, The auxiliary energy dissipation system also includes multiple prestressed cables that are detachably connected to the vertical plate. The multiple prestressed cables are arranged in a cross pattern, and the prestressed cables pass through the web of the steel beam and apply prestress to the web of the steel beam.

6. The seismic-resistant PEC composite beam-column joint reinforcement module and energy dissipation system according to claim 5, characterized in that, The prestressed cable sheath has a compressible sleeve.

7. The seismic-resistant PEC composite beam-column joint reinforcement module and energy dissipation system according to claim 2, characterized in that, Multiple evenly distributed shear studs are provided on the side of the vertical plate away from the steel beam.

8. The seismic-resistant PEC composite beam-column joint reinforcement module and energy dissipation system according to claim 2, characterized in that, Multiple stiffening ribs are provided between the vertical plate and the upper and lower flange plates.

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