Fabricated concrete beam-column connecting joint and construction method

Abstract

The invention discloses an assembly type concrete beam column connecting joint and a construction method. The assembly type concrete beam column connecting joint comprises a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, a steel damper, column end pre-embedded I-shaped steel, beam end pre-embedded I-shaped steel, an X-shaped plate and a box type energy dissipation plate. Friction mechanisms are introduced into hinged joints of the steel damper, so that the energy dissipation efficiency is improved; the X-shaped plate has good torsion resistance and shear resistance and can be stressed in cooperation with the box-shaped energy consumption plate. According to the fabricated concrete beam-column connecting joint, buckling and friction energy consumption can be achieved, plastic deformation is reduced, all the components are prefabricated in a factory and assembled on site, and the construction efficiency is high.

Description

Technical Field

[0001] The present invention relates to the field of prefabricated building structures, and in particular to a prefabricated concrete beam-column connection node and a construction method thereof. Background Art

[0002] Prefabricated concrete structures, with significant advantages such as high construction efficiency, reduction of on-site wet operations, and reduction of environmental pollution, have become an important direction for the transformation and upgrading of the construction industry. As the core part connecting precast components, the connection method of precast concrete beam-column joints directly affects the construction efficiency, integrity, and seismic performance of the structure. Currently, the steel bar grouting sleeve connection technology is commonly used between concrete beams and columns. This connection method realizes reliable connection by inserting the steel bars of precast components into the grouting sleeve and injecting high-strength grouting material. However, there are still problems to be solved in existing precast concrete structures. Under seismic action, the concrete at the beam end is prone to damage, and the concrete at both ends of the joint is frequently crushed and the steel bars are buckled. These failure modes not only weaken the bearing capacity of the structure but also greatly increase the difficulty of post-earthquake repair. The complex steel bar arrangement requires extremely high technical levels of construction workers, and operation errors are prone to occur during the construction process, affecting the structural quality. The problem of non-dense sleeve grouting occurs from time to time, seriously threatening the safety and durability of the structure. At the same time, existing structures also have defects such as low prefabrication assembly rate, poor mechanical properties and ductility of joints, and it is difficult to fully exert the advantages of prefabricated buildings.

[0003] To solve the above technical problems, a new structure with easy repair and energy dissipation functions has emerged. This structure provides structural stiffness, restoring force, and energy dissipation capacity through the coordinated cooperation of each connecting component to achieve the design goal of quickly restoring its service function. Summary of the Invention

[0004] In view of the above defects or deficiencies in the prior art, the present invention provides a prefabricated concrete beam-column connection node and a construction method thereof, which are simple to assemble, effectively dissipate energy, have no damage to the main structure during an earthquake, and are easy to replace energy dissipation components after an earthquake.

[0005] In a first aspect, a prefabricated concrete beam-column connection node includes a precast reinforced concrete column, a precast reinforced concrete beam, a steel damper, an embedded I-beam at the column end, an embedded I-beam at the beam end, an X-shaped plate, and a box-shaped energy dissipation plate.

[0006] According to the technical solution provided by the embodiment of the present application, the steel damper includes an inner steel damping plate, an outer steel damping plate, a column-end L-shaped plate, a beam-end L-shaped plate, and an aluminum alloy friction disc; the aluminum alloy friction disc is arranged between the inner steel damping plate and the outer steel damping plate, between the outer steel damping plate and the column-end L-shaped plate, and between the inner steel damping plate and the beam-end L-shaped plate; the inner steel damping plate is bolted to the outer steel damping plate; the outer steel damping plate is bolted to the precast reinforced concrete column through the column-end L-shaped plate; the inner steel damping plate is bolted to the precast reinforced concrete beam through the beam-end L-shaped plate.

[0007] According to the technical solution provided by the embodiment of the present application, the X-shaped plate includes an inner core tube, a support rod, and a connecting plate; the support rod is in an X shape and is arranged in two groups side by side; the end of the support rod is welded to the connecting plate; the connecting plate is bolted to the ends of the embedded I-beam at the column end and the embedded I-beam at the beam end respectively; both ends of the inner core tube are bolted to the support rod.

[0008] According to the technical solution provided by the embodiment of the present application, the box-shaped energy dissipation plate includes a high-strength energy dissipation steel sheet and a low-strength energy dissipation steel sheet; the box-shaped energy dissipation plate is in a cuboid shape, with internal rib plates and is arranged symmetrically up and down; the high-strength energy dissipation steel sheet and the low-strength energy dissipation steel sheet are welded; the box-shaped energy dissipation plate is bolted to the ends of the embedded I-beam at the column end and the embedded I-beam at the beam end respectively.

[0009] Second, a construction method for an assembled concrete beam-column connection joint includes the following steps:

[0010] S1: Fabricate precast reinforced concrete columns, precast reinforced concrete beams, steel dampers, embedded I-beams at the column end, embedded I-beams at the beam end, X-shaped plates, and box-shaped energy dissipation plates according to the design requirements.

[0011] S2: The embedded I-beam at the beam end is integrally cast with the precast reinforced concrete beam; the embedded I-beam at the column end is bolted to the precast reinforced concrete column; the X-shaped plate is arranged at the webs of the embedded I-beam at the column end and the embedded I-beam at the beam end; both ends of the X-shaped plate are bolted to the embedded I-beam at the column end and the embedded I-beam at the beam end respectively.

[0012] S3: The box-shaped energy dissipation plates are arranged symmetrically up and down at the upper and lower flanges of the embedded I-beam at the beam end, and both ends of the box-shaped energy dissipation plates are bolted to the embedded I-beam at the column end and the embedded I-beam at the beam end respectively.

[0013] S4: The end of the outer steel damping plate of the steel damper is bolted to the precast reinforced concrete column; the end of the inner steel damping plate of the steel damper is bolted to the upper part of the precast reinforced concrete beam.

[0014] The steel damper of the present invention is different from the traditional joint friction damper. The steel damper introduces a friction mechanism at all hinged joints, and utilizes the friction between the inner steel damper plate, the outer steel damper plate and the aluminum alloy friction disc under the deformation of the beam-column to improve the energy dissipation efficiency; the damper is directly installed in the beam-column joint area, rather than the diagonal bracing system that occupies the building space, while reducing the material requirements; the bolt torque can flexibly control the force capacity and energy dissipation level of the damper, and adapting to different design requirements helps to maintain the self-centering ability of the structure. By dissipating seismic energy, the damper reduces the plastic deformation of the main structure and protects the beam-column joints from serious damage; the aluminum alloy friction disc has meshing grooves, and the side walls of the tooth grooves form physical limits to prevent the main board after splicing from displacing in the axial or rotational direction. Multiple meshing teeth share the load together, reducing the stress concentration at a single connection point and reducing the risk of fatigue fracture.

[0015] The X-shaped plate of the present invention has good anti-torsion and anti-shear capabilities. The traditional connector mainly fails due to web shear buckling. The two side support rods of the X-shaped plate disperse the stress through the truss mechanism dominated by tensile and compressive stresses. At the same time, an inner core tube is bolted between the support rods, reducing the risk of local buckling and plastic deformation and delaying the fracture of key parts.

[0016] The box-shaped energy dissipation plate of the present invention bolts the precast reinforced concrete and the precast reinforced concrete beam. After damage, it can be quickly replaced by removing the bolts, reducing the maintenance cost and time; under seismic action, the rotation of the beam end causes the box-shaped dissipation plate to yield alternately in the tensile and compressive regions, forming a controllable plastic hinge, concentrating the structural deformation, and absorbing and dissipating energy through the out-of-plane bending of the low-strength energy dissipation steel sheet. After the box-shaped energy dissipation plate fails, the connection system can still bear the shear force and axial force, providing redundant safety protection. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Other features, objects, and advantages of the present application will become more apparent by reading the detailed description of the non-limiting embodiments with reference to the following drawings:

[0018] Figure 1 It is a schematic structural diagram of an assembled concrete beam-column connection joint;

[0019] Figure 2 It is a front view of the structure of an assembled concrete beam-column connection joint;

[0020] Figure 3 It is a schematic structural diagram of the steel damper of the present invention;

[0021] Figure 4 It is a schematic structural diagram of the aluminum alloy friction disc of the present invention;

[0022] Figure 5 It is a schematic structural diagram of the box-shaped energy dissipation plate of the present invention;

[0023] Figure 6 This is a schematic structural diagram of the X-shaped plate of the present invention.

[0024] Markings in the figure: 1, precast reinforced concrete column; 2, precast reinforced concrete beam; 3, steel damper; 4, embedded I-beam at column end; 5, embedded I-beam at beam end; 6, X-shaped plate; 7, box-shaped energy dissipation plate; 31, inner steel damper plate; 32, outer steel damper plate; 33, L-shaped plate at column end; 34, L-shaped plate at beam end; 35, aluminum alloy friction disc; 61, inner core tube; 62, support rod; 63, connecting plate; 71, high-strength energy dissipation steel sheet; 72, low-strength energy dissipation steel sheet. Specific embodiments

[0025] The following further elaborates on the present application in conjunction with the accompanying drawings and embodiments. It can be understood that the specific embodiments described herein are only used to explain the related invention and are not intended to limit the invention. Additionally, it should be noted that for ease of description, only parts related to the invention are shown in the drawings.

[0026] It should be noted that, without conflict, the embodiments in the present application and the features in the embodiments can be combined with each other. The following will elaborate on the present application in detail with reference to the drawings and embodiments.

[0027] Please refer to Figure 1 the schematic structural diagram of a precast concrete beam-column connection joint provided by the present application shown in; a precast concrete beam-column connection joint includes a precast reinforced concrete column 1, a precast reinforced concrete beam 2, a steel damper 3, an embedded I-beam 4 at the column end, an embedded I-beam 5 at the beam end, an X-shaped plate 6, and a box-shaped energy dissipation plate 7. The steel damper 3 is located above the precast reinforced concrete beam 2 and is used to connect the precast reinforced concrete column 1 and the precast reinforced concrete beam 2.

[0028] In a preferred embodiment, please refer to Figure 2 the front view of the structure of a precast concrete beam-column connection joint provided by the present application shown in; the embedded I-beam 4 at the column end is bolted to the precast reinforced concrete column 1; the embedded I-beam 5 at the beam end is integrally cast with the precast reinforced concrete beam 2; both ends of the X-shaped plate 6 are bolted to the embedded I-beam 4 at the column end and the embedded I-beam 5 at the beam end respectively; both ends of the box-shaped energy dissipation plate 7 are bolted to the embedded I-beam 4 at the column end and the embedded I-beam 5 at the beam end respectively.

[0029] In a preferred embodiment, please refer to Figure 3Schematic diagram of the structure of the steel damping plate provided by the present application as shown; the steel damper 3 includes an inner steel damping plate 31, an outer steel damping plate 32, a column-end L-shaped plate 33, a beam-end L-shaped plate 34, and an aluminum alloy friction disc 35; the column-end L-shaped plate 33 is bolted to the precast reinforced concrete column 1; the beam-end L-shaped plate 34 is bolted to the precast reinforced concrete beam 2; the aluminum alloy friction disc 35 is provided between the inner steel damping plate 31 and the outer steel damping plate 32, between the outer steel damping plate 32 and the column-end L-shaped plate 33, and between the inner steel damping plate 31 and the beam-end L-shaped plate 34; the inner steel damping plate 31 is bolted to the outer steel damping plate 32; the outer steel damping plate 32 is bolted to the precast reinforced concrete column 1 through the column-end L-shaped plate 33; the inner steel damping plate 31 is bolted to the precast reinforced concrete beam 2 through the beam-end L-shaped plate 34; the inner steel damping plate 31, the outer steel damping plate 32, and the aluminum alloy friction disc 35 cooperate with each other to reduce the plastic deformation of the main structure and protect the beam-column joints from serious damage. The steel damper 3 is different from the traditional joint friction damper. The steel damper 3 introduces a friction mechanism at all hinged joints, and uses the friction between the inner steel damping plate 31, the outer steel damping plate 32, and the aluminum alloy friction disc 35 under the deformation of the beam and column to improve the energy dissipation efficiency; the steel damper 3 is directly installed in the beam-column joint area, rather than occupying the building space of the diagonal bracing system, while reducing the material requirements; the bolt torque can flexibly control the force capacity and energy dissipation level of the damper, and adapting to different design requirements helps to maintain the self-centering ability of the structure. By dissipating seismic energy, the steel damper 3 reduces the plastic deformation of the main structure and protects the beam-column joints from serious damage.

[0030] In a preferred embodiment, please refer to Figure 4 Schematic diagram of the structure of the aluminum alloy friction disc provided by the present application as shown; the aluminum alloy friction disc 35 has meshing teeth, which can better dissipate energy through friction with the inner steel damping plate 31 and the outer steel damping plate 32, ensuring the connection strength of the joint. The meshing groove forms a physical limit on the side wall of the tooth groove, preventing the spliced main board from displacing in the axial or rotational direction. Multiple meshing teeth share the load together, reducing the stress concentration at a single connection point and reducing the risk of fatigue fracture.

[0031] In a preferred embodiment, please refer to Figure 5Schematic diagram of the box-shaped energy-dissipating plate provided by the present application; the box-shaped energy-dissipating plate 7 includes a high-strength energy-dissipating steel sheet 71 and a low-strength energy-dissipating steel sheet 72; the box-shaped energy-dissipating plate 7 is rectangular in shape, with internal rib plates and is arranged symmetrically up and down; the high-strength energy-dissipating steel sheet 71 and the low-strength energy-dissipating steel sheet 72 are welded; both ends of the box-shaped energy-dissipating plate 7 are bolted to the ends of the column-end embedded I-beam 4 and the beam-end embedded I-beam 5 through ordinary bolts 8; the low-strength energy-dissipating steel sheet 72 and the high-strength energy-dissipating steel sheet 71 are rib plates, which can prevent the box-shaped energy-dissipating plate 7 from buckling; the box-shaped energy-dissipating plate 7 is bolted to the precast reinforced concrete 1 and the precast reinforced concrete beam 2, and can be quickly replaced by disassembling the bolts after damage, reducing the maintenance cost and time; under the action of an earthquake, the rotation of the beam end causes the box-shaped energy-dissipating plate 7 to yield alternately in the tensile and compressive regions, forming a controllable plastic hinge, concentrating the structural deformation, and absorbing and dissipating energy through the out-of-plane bending of the low-strength energy-dissipating steel sheet 72. After the box-shaped energy-dissipating plate 7 fails, the connection system can still bear the shear force and axial force, providing redundant safety guarantee; at the same time, the box-shaped energy-dissipating plate 7 cooperates with the steel damper 3 to provide flexural stiffness for the connection node.

[0032] In a preferred embodiment, please refer to Figure 6 Schematic diagram of the X-shaped plate provided by the present application; the X-shaped plate 6 includes an inner core tube 61, support rods 62 and connection plates 63; the support rods 62 are in an X shape and are arranged in two groups side by side; the ends of the support rods 62 are welded to the connection plates 63; the connection plates 63 are respectively bolted to the ends of the column-end embedded I-beam 4 and the beam-end embedded I-beam 5; the X-shaped plate 6 has good anti-torsion and anti-shear capabilities. Traditional connectors mainly fail due to web shear buckling. The two side support rods 62 of the X-shaped plate 6 disperse stress through a truss mechanism dominated by tensile and compressive stresses. The inner core tube 61 is a hollow structure, and both ends of the inner core tube 64 are bolted to the support rods 62 respectively to form an integral body, reducing the risk of local buckling and plastic deformation and delaying the fracture of key parts.

[0033] To obtain the prefabricated concrete beam-column connection node and construction method described in the above embodiment, the present application also provides specific implementation steps of a prefabricated concrete beam-column connection node and construction method, that is: including the following steps:

[0034] S1: Fabricate precast reinforced concrete columns 1, precast reinforced concrete beams 2, steel dampers 3, column-end embedded I-beams 4, beam-end embedded I-beams 5, X-shaped plates 6, and box-shaped energy-dissipating plates 7 in the factory; the beam-end embedded I-beam 5 is integrally cast with the precast reinforced concrete beam 2;

[0035] S2: The embedded I-beam 4 at the column end is bolted to the precast reinforced concrete column 1; the X-shaped plate 6 is arranged at the webs of the embedded I-beam 4 at the column end and the embedded I-beam 5 at the beam end; both ends of the X-shaped plate 6 are bolted to the embedded I-beam 4 at the column end and the embedded I-beam 5 at the beam end respectively;

[0036] S3: The box-shaped energy dissipating plates 7 are symmetrically arranged above and below the upper and lower flanges of the embedded I-beam 5 at the beam end, and both ends of the box-shaped energy dissipating plates 7 are bolted to the embedded I-beam 4 at the column end and the embedded I-beam 5 at the beam end respectively;

[0037] S4: Both ends of the steel damper 3 are bolted to the precast reinforced concrete column 1 and the precast reinforced concrete beam 2 respectively.

[0038] The above description is only the preferred embodiment of the present application and the explanation of the applied technical principles. Those skilled in the art should understand that the scope of the invention involved in the present application is not limited to the technical solution formed by the specific combination of the above technical features, and should also cover other technical solutions formed by any combination of the above technical features or their equivalent features without departing from the inventive concept. For example, the technical solutions formed by mutually replacing the above features with the technical features (but not limited to) having similar functions disclosed in the present application.

Claims

1. An assembled concrete beam-column connection joint, characterized in that: It includes precast reinforced concrete columns (1), precast reinforced concrete beams (2), steel dampers (3), embedded I-beams at column ends (4), embedded I-beams at beam ends (5), X-shaped plates (6), and box-shaped energy dissipation plates (7).

2. The prefabricated concrete beam-column connection joint according to claim 1, wherein: The steel damper (3) includes an inner steel damper plate (31), an outer steel damper plate (32), an L-shaped plate at the column end (33), an L-shaped plate at the beam end (34), and an aluminum alloy friction disc (35); the aluminum alloy friction disc (35) is arranged between the inner steel damper plate (31) and the outer steel damper plate (32), between the outer steel damper plate (32) and the L-shaped plate at the column end (33), and between the inner steel damper plate (31) and the L-shaped plate at the beam end (34); the inner steel damper plate (31) is bolted to the outer steel damper plate (32); the outer steel damper plate (32) is bolted to the precast reinforced concrete column (1) through the L-shaped plate at the column end (33); the inner steel damper plate (31) is bolted to the precast reinforced concrete beam (2) through the L-shaped plate at the beam end (34).

3. The precast concrete beam-column connection joint according to claim 1, wherein: The embedded I-beam at the column end (4) is bolted to the precast reinforced concrete column (1); the embedded I-beam at the beam end (5) is integrally cast with the precast reinforced concrete beam (2).

4. The prefabricated concrete beam-column connection joint according to claim 1, characterized in that: The X-shaped plate (6) includes an inner core tube (61), support rods (62), and connection plates (63); the support rods (62) are in an X shape and are arranged in two groups side by side; the ends of the support rods (62) are welded to the connection plates (63); the connection plates (63) are respectively bolted to the ends of the embedded I-beam at the column end (4) and the embedded I-beam at the beam end (5); both ends of the inner core tube (64) are bolted to the support rods (62).

5. The prefabricated concrete beam-column connection node according to claim 1, characterized in that: The box-shaped energy dissipation plate (7) includes high-strength energy dissipation steel sheets (71) and low-strength energy dissipation steel sheets (72); the box-shaped energy dissipation plate (7) is rectangular, with internal rib plates and is arranged symmetrically up and down; the high-strength energy dissipation steel sheets (71) and the low-strength energy dissipation steel sheets (72) are welded; the box-shaped energy dissipation plate (7) is respectively bolted to the ends of the embedded I-beam at the column end (4) and the embedded I-beam at the beam end (5).

6. A construction method of an assembled concrete beam-column connection joint according to any one of claims 1-5, characterized in that: S1: Fabricate precast reinforced concrete columns (1), precast reinforced concrete beams (2), steel dampers (3), embedded I-beams at column ends (4), embedded I-beams at beam ends (5), X-shaped plates (6), and box-shaped energy dissipation plates (7) in the factory; the embedded I-beam at the beam end (5) is integrally cast with the precast reinforced concrete beam (2); S2: Bolt the embedded I-beam at the column end (4) to the precast reinforced concrete column (1); arrange the X-shaped plate (6) at the webs of the embedded I-beam at the column end (4) and the embedded I-beam at the beam end (5); bolt both ends of the X-shaped plate (6) to the embedded I-beam at the column end (4) and the embedded I-beam at the beam end (5) respectively; S3: The box-shaped energy dissipating plate (7) is symmetrically arranged above and below the upper and lower flanges of the embedded I-beam (5) at the beam end. Both ends of the box-shaped energy dissipating plate (7) are bolted to the embedded I-beam (4) at the column end and the embedded I-beam (5) at the beam end respectively. S4: The end of the outer steel damping plate (32) is bolted to the precast reinforced concrete column (1); the end of the inner steel damping plate (31) is bolted to the upper part of the precast reinforced concrete beam (2).

Images