Fabricated anti-buckling replaceable beam-plate-column joint assembly and mounting method thereof

Abstract

The invention relates to the technical field of civil engineering damping equipment, in particular to a fabricated buckling-restrained replaceable beam-plate-column joint assembly and a mounting method thereof. An upper column hinge and a lower column hinge are arranged at the upper end and the lower end of the prefabricated column respectively, the upper column hinge or the lower column hinge is fixedly connected with the left beam hinge, a right beam hinge is arranged on the side portion of the prefabricated beam, the prefabricated column is connected with the prefabricated beam in a combined mode through insertion of the left beam hinge and the right beam hinge, and the prefabricated plate covers the prefabricated beam to form the beam-plate-column joint. A left beam hinge C-shaped baffle is arranged on the left beam hinge, a right beam hinge U-shaped baffle is arranged on the right beam hinge, and the arc-shaped section of the left beam hinge C-shaped baffle and the arc-shaped section of the right beam hinge U-shaped baffle are attached to each other. The structure is designed according to the optimal structure energy consumption mechanism, the beam hinge is considered firstly, then the column hinge is considered, the structure has the advantages of being simple and convenient to install and easy to replace, the structure is simple, the cost is low, the rigidity of the structure can be effectively enhanced, excessive deformation of the beam hinge and the column hinge is effectively prevented, and the structure has the potential of wide application and popularization.

Description

Technical Field

[0001] The invention relates to the technical field of civil engineering shock absorbing equipment, and in particular to an assembled buckling-resistant replaceable beam-plate-column node assembly and an installation method thereof. Background Art

[0002] With the development of my country's social economy, my country's infrastructure construction has spread from the eastern coastal areas to the western mountainous areas. Civil and commercial buildings are also breaking through to higher goals, but at the same time they are also facing a huge problem - earthquake resistance. For important structures, more demanding earthquake-resistant designs are required to ensure the safety of the structures under earthquakes, thereby protecting people's lives and property. Similarly, for other countries prone to earthquakes, structural earthquake resistance is also a huge problem. Although traditional prefabricated earthquake-resistant structures have sufficient earthquake resistance and ductility, the structure mainly relies on material damage and destruction to consume energy during an earthquake. The residual deformation of the structure after the earthquake is large, difficult to repair, and poor economy. It cannot meet the requirements of the current prefabricated structure of high-rise buildings, and has poor durability and inconvenient replacement. Therefore, taking the connection of prefabricated structures as an opportunity, a steel hybrid connection structure with simple structure, reasonable force, convenient installation and repair, and superior earthquake resistance is designed. While effectively resolving the local or overall deficiencies of traditional prefabricated structures, it meets the structural repair function requirements with connections as control points. The replaceable steel hybrid connection fully considers the deformation and energy dissipation performance in the structure, dissipates energy during the earthquake and concentrates the plastic deformation of the structure, and facilitates the replacement of damaged energy-consuming components after the earthquake to achieve toughness recovery of the structural function. The development of an assembled anti-buckling replaceable beam-slab-column node with excellent seismic performance, modular and easy to disassemble and combine, simple structure, reasonable force, and easy to repair after the earthquake has revolutionary significance for the promotion and application of assembled structures.

[0003] The prior art discloses an assembled self-locking high-strength steel pipe column and composite beam node, with application number 202111251329.1, comprising a high-strength steel pipe column and an H-shaped beam, wherein a high-strength cross-shaped stiffening rib is arranged in the high-strength steel pipe column; a T-shaped piece and an energy-absorbing T-shaped piece are fixedly connected to the high-strength steel pipe column; the flanges of the T-shaped piece and the energy-absorbing T-shaped piece are fixedly connected to the high-strength cross-shaped stiffening rib arranged in the high-strength steel pipe column through high-strength bolts; the upper and lower flanges of the H-shaped beam are respectively connected to the web of the T-shaped piece and the web of the energy-absorbing T-shaped piece, and the reinforced concrete floor slab is connected to the upper flange of the H-shaped beam through high-strength bolts to form a composite beam. Under the action of an earthquake, the inelastic deformation of the node is concentrated on the energy-absorbing T-shaped piece, and components such as beams and columns maintain large earthquake elasticity. The energy-absorbing T-shaped piece plays the role of a "fuse", so that only the damaged energy-absorbing T-shaped piece needs to be replaced in post-earthquake repair; the embedded high-strength steel cross-shaped stiffening ribs replace the role of the nuts, which not only have anti-loosening properties, but also improve the pull-out resistance of the bolts. However, the above-mentioned public technology still has the problems that the assembled frame structure is easy to deform during an earthquake, the material is easy to be damaged, the post-earthquake repair is difficult, the component replacement is difficult, and the energy absorption capacity is poor. In order to solve the above problems, the present invention provides an assembled anti-buckling replaceable beam-plate-column node assembly and a method of using it. Summary of the invention

[0004] In view of the existing technology, the purpose of the present invention is to provide an assembled anti-buckling replaceable beam-slab-column node and its construction steps, so as to solve the problems of the assembled frame structure in the prior art that is easy to deform during an earthquake, the material is easy to be damaged, the post-earthquake repair is difficult, the component replacement is difficult, and the energy consumption capacity is poor, thereby achieving the design purpose of no damage or low damage to the structure during an earthquake and easy replacement and repair after an earthquake.

[0005] In order to achieve the above purpose, the present invention adopts the following technical solutions: An assembled anti-buckling replaceable beam-plate-column node component comprises an upper column hinge, a lower column hinge, a prefabricated column, a left beam hinge, a right beam hinge, a prefabricated beam and a prefabricated plate. The upper and lower ends of the prefabricated column are respectively provided with an upper column hinge and a lower column hinge. The upper column hinge or the lower column hinge is fixedly connected to the left beam hinge. The side of the prefabricated beam is provided with a right beam hinge. The prefabricated column is combined and connected with the prefabricated beam by plugging the left beam hinge and the right beam hinge. The prefabricated beam is covered with a prefabricated plate to form a beam-plate-column node. The left beam hinge is provided with a left beam hinge C-shaped baffle, and the right beam hinge is provided with a right beam hinge U-shaped baffle. The arc section of the left beam hinge C-shaped baffle and the arc section of the right beam hinge U-shaped baffle fit each other.

[0006] A beam energy absorbing plate is connected between the left beam hinge and the right beam hinge, and the beam energy absorbing plate is located at the side, upper part or lower part of the C-shaped baffle plate and the right beam hinge U-shaped baffle plate.

[0007] The left beam hinge is divided into a left beam hinge, a left beam hinge C-shaped baffle, a left beam hinge horizontal stiffening rib, a left beam hinge flange plate limiting hole and a left beam hinge baffle limiting hole; the right beam hinge is divided into a right beam hinge, a right beam hinge U-shaped baffle, a right beam hinge flange plate limiting hole and a right beam hinge baffle limiting hole; the left beam hinge and the right beam hinge are plugged in, the left beam hinge C-shaped baffle and the right beam hinge U-shaped baffle arc sections are in contact with each other, a left beam hinge baffle limiting hole is provided on the left beam hinge C-shaped baffle, and a right beam hinge baffle limiting hole is provided on the right beam hinge U-shaped baffle, the left beam hinge baffle limiting hole is a circular hole, and the right beam hinge baffle limiting hole is a strip hole, bolts pass through the left beam hinge baffle limiting hole and the right beam hinge baffle limiting hole to fix the left beam hinge and the right beam hinge, and a buffer rubber plug-in is bonded to the gap between the left beam hinge and the right beam hinge.

[0008] Two beam energy-absorbing plates are arranged between the left beam hinge and the right beam hinge, and are respectively located at two sides or upper and lower parts of the C-shaped baffle plate and the right beam hinge U-shaped baffle plate.

[0009] Four beam energy-absorbing plates are arranged between the left beam hinge and the right beam hinge, and are respectively located at the two side parts and the upper and lower parts of the joint part between the C-shaped baffle plate and the right beam hinge U-shaped baffle plate.

[0010] The upper column hinge is composed of an upper column hinge square steel pipe, an upper column hinge U-shaped side plate, and an upper column hinge baffle. The upper column hinge U-shaped side plate is arranged on the tube wall around the upper column hinge square steel pipe, and the upper column hinge baffle is arranged at the end of the upper column hinge square steel pipe; the lower column hinge is composed of a lower column hinge square steel pipe, a lower column hinge U-shaped side plate, and a lower column hinge baffle. The lower column hinge square steel pipe is provided with a lower column hinge U-shaped side plate on the tube wall around the lower column hinge square steel pipe, and the lower column hinge baffle is arranged at an angle. The upper column hinge and the lower column hinge are plugged into the upper column hinge baffle and the lower column hinge baffle to fit each other. Furthermore, the connection between the beam and the column and the column hinge forms a fitting contact, so that the column can stand vertically without support when the structure is installed, and the beam can be directly plugged in horizontally to achieve support-free installation when installing. The upper column hinge stem U-shaped side plate is provided with an upper column hinge limiting hole, the lower column hinge stem U-shaped side plate is provided with a lower column hinge limiting hole, the column energy absorption plate is inserted between the plate seams of the upper column hinge stem U-shaped side plate and the lower column hinge stem U-shaped side plate, and the upper column hinge and the lower column hinge are fixedly connected by bolts through the upper column hinge limiting hole and the lower column hinge limiting hole.

[0011] The column energy absorption plate is composed of column energy absorption rubber and column energy absorption steel plate; the beam energy absorption plate is composed of beam energy absorption rubber and beam energy absorption steel plate, and the material of the column energy absorption steel plate and the beam energy absorption steel plate is Q235.

[0012] The prefabricated beam comprises an I-shaped steel, a C-shaped stirrup, longitudinal steel bars, a flame-retardant foam block and a concrete layer. Embedded holes are provided on the prefabricated board. Bolts are fixed on the I-shaped steel and connected to the embedded holes of the prefabricated board through the bolts. The flame-retardant foam block is bonded between the middle part of the web of the I-shaped steel and the C-shaped stirrup, and the longitudinal steel bars are tied in the gap between the C-shaped stirrups. The height of the flame-retardant foam block is flush with the inner side of the C-shaped stirrup, and the C-shaped stirrup is fixed between the flame-retardant foam block and the upper and lower edges of the I-shaped steel and a concrete layer is poured.

[0013] A method for installing an assembled buckling-resistance replaceable beam-plate-column node assembly comprises the following steps: S1. A group of prefabricated columns are embedded in the foundation. The column energy-absorbing plates are inserted between the joints of the U-shaped side plates of the lower column hinges of the prefabricated columns, and the connecting parts of the column energy-absorbing plates are exposed. Another group of prefabricated columns are inserted into the lower column hinges of the embedded prefabricated columns through the upper column hinges, and are inserted into the right beam hinge on the prefabricated beam through the left beam hinge on the upper column hinge or the lower column hinge; S2. The left beam hinge C-shaped baffle plate of the left beam hinge and the right beam hinge U-shaped baffle plate of the right beam hinge are fitted together, and the left beam hinge C-shaped baffle plate and the right beam hinge U-shaped baffle plate arc section are fitted together to adjust the angle and load bearing force. The left beam hinge and the right beam hinge are fixedly connected by bolts through the limiting holes of the left beam hinge baffle plate and the limiting holes of the right beam hinge baffle plate. The upper column hinge and the lower column hinge are inserted into the upper column hinge baffle plate and the lower column hinge baffle plate and fit each other. The upper column hinge and the lower column hinge are fixedly connected by bolts through the limiting holes of the upper column hinge and the limiting holes of the lower column hinge; the first layer of beam and column installation is completed; S3, through the embedded holes of the prefabricated panels and the prefabricated beams, the first-layer beam and column installation is completed; S4. Repeat the above steps to splice the beams, slabs and columns layer by layer to complete the prefabricated assembly.

[0014] Furthermore, the beam hinge and column hinge energy-absorbing plates are installed with bolts and studs respectively. Once the energy-absorbing plates are damaged or destroyed, the energy-absorbing plates can be replaced by further removing the bolts and studs. According to the needs of structural performance, energy-absorbing plates of different materials, different cross-sectional forms and different thicknesses can be replaced to directly improve or improve the structural performance. In particular, the installation of beams and columns in the prior art is often designed to be installed at 90° or a specific angle, but the installation is often on a pothole or slope, which will affect the on-site installation. After multiple parts are gradually spliced, there will be dimensional offset or subsequent docking failure. The prior art often uses hammering, cutting, and redesigning to replace parts, which not only destroys local strength and integrity, but also is time-consuming and labor-intensive. The structure of this case has an adjustment function, which can adjust the angle node by node, effectively overcoming the dimensional adjustment problem in the prior art. In addition, the limiting hole of the right beam hinge baffle is a strip hole. When subjected to a huge impact, it can be rotated from a limited position along the strip hole and in conjunction with the arc contact surface to release the impact force. Made of Q235 soft steel and rubber with good ductility, it provides sufficient bearing capacity and energy dissipation capacity for the structure while providing excellent ductility for the structure; the beam hinge and column hinge are plugged in and matched with the energy dissipation plate to generate local friction to dissipate energy; the beam hinge and column hinge are both connected with limit bolts to ensure that the connection does not deform too much under the action of earthquake; Since all components of this structure are mechanically connected, after an earthquake, if a component is partially damaged, it can be easily replaced; the beam hinge energy absorption plates and column hinge energy absorption plates can be replaced and repaired, which greatly reduces the workload of post-earthquake structural repair, and the structural damage position is preset to achieve the purpose of controllable structural damage. Among them: ① The design of the U-shaped baffle of the right beam hinge is not only convenient for the production of the connection, but also can form a mechanical bite force during installation, avoiding the construction of installation supports; secondly, the beam hinge and column hinge connection decouples the shear and bending of the traditional nodes, establishes a mechanical bite when an earthquake occurs, and the bending moment is mainly borne by the energy absorption plate, which can effectively realize the control of the connection strength; in addition, the arc surface fitting provides sufficient and flexible rotation capacity; the energy absorption plates of the beam hinge and column hinge are respectively installed around the connection with bolts and studs. Once damage occurs, only the bolts and studs need to be removed to achieve energy absorption. Replacement of energy-absorbing plates; when the structural performance needs to be adjusted, the thickness, shape and material of the energy-absorbing plates can be changed to change the structural performance. For example, if the energy-absorbing plates are replaced with memory alloy plates, the beam hinges and column hinges will become self-resetting nodes; the assembled anti-buckling replaceable beam-plate-column nodes have three lines of defense: the energy-absorbing plates are the first line of defense of the structure, which mainly provide lateral stiffness for the structure; the limit bolts and limit studs between the beam hinges and column hinges are the second line of defense. Once the energy-absorbing plates are damaged, the limit bolts and limit studs can effectively control the rotation of the connection; the beam hinge and column hinge grooves and bulges are the third line of defense, the arc-shaped fit and hinge bite force of the right beam hinge U-shaped baffle can lock the structure to prevent it from falling out; compared with traditional prefabricated reinforced concrete structures, since there is no wet work on the construction site, convenient construction and assembly are achieved; the present invention changes the deficiency of traditional prefabricated structures that are difficult to repair with toughness, and adopts replaceable energy-absorbing plates to concentrate the main deformation of the structure. After the earthquake, only the energy-absorbing plates need to be replaced to achieve toughness repair of the structure; the prefabricated anti-buckling replaceable beam-plate-column node of the present invention has a simple structure, reasonable force, and can effectively avoid the installation accuracy in the prefabricated structure; compared with traditional components of the same type, the present invention reduces the use of welding connection methods, and the main force-bearing connectors are all connected by bolts and studs, avoiding residual stress caused by welding; the present invention avoids the difficulty in controlling the damage position of traditional prefabricated structures, designs column hinges and beam hinges, and the bearing capacity of the beam hinge is lower than that of the column hinge, which can ensure that the beam hinge yields before the column hinge, and the bearing capacity of the beam hinge and the column hinge are both smaller than the prefabricated components connected thereto, ensuring that the structural damage occurs at the expected position and sequence, and can achieve precise controllable damage to the structure, which is easy to be widely applied and promoted.

[0015] Compared with the prior art, the present invention has the following benefits: The present invention is an assembled anti-buckling replaceable beam-plate-column node and its construction steps. The anti-buckling column hinge and the anti-buckling beam hinge can withstand bending moment and have the characteristics of flexible rotation based on the "plastic hinge". The anti-buckling column hinge and the anti-buckling beam hinge can flexibly rotate when subjected to bending moment based on the "plastic hinge", so that the structure can maintain elasticity under the action of small earthquakes. Under medium magnitude, the beam hinge will yield before the column hinge. The energy consumption of the upper and lower energy-consuming plates in tension and compression, the friction energy consumption of the left beam hinge connection depression and the right beam hinge connection protrusion, and the upper and lower anti-buckling plate restrictions can effectively control the deformation of the structure. Since the beam hinges are evenly distributed in the structure, their deformation can also be evenly distributed, ensuring the full deformation of the lateral components of the frame, while realizing the swing energy consumption of the structure. In addition, once the beam hinge node enters the plastic deformation state, the prestressed pull rod pulls it back to reset, effectively reducing the residual deformation of the structure under medium magnitude. Under the action of a large earthquake or a super earthquake, the column hinge will also yield, but due to the reset force of the beam node, the residual deformation of the column hinge can be effectively reduced. Under the action of an earthquake, the structure can be repaired by simply disassembling and replacing the energy-absorbing plates of the column hinges and beam hinges, and then re-adjusting the prestress of the beam hinge nodes. The present invention is designed according to the optimal structural energy-absorbing mechanism, first considering the beam hinges and then the column hinges, and has the characteristics of an easy-to-install reset system and easy replacement. It has a simple structure and low cost, can effectively enhance the rigidity of the structure, and effectively prevent excessive deformation of the beam hinges and column hinges, and has the potential for wide promotion and application. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 It is a schematic diagram of the assembled buckling-resistance replaceable beam-plate-column node of the present invention; Figure 2 This is a schematic diagram of the column hinge structure of the present invention; Figure 3 This is a schematic diagram of the beam hinge structure of the present invention; Figure 4a It is a schematic diagram of the upper column hinge structure; Figure 4b This is the side view of the upper column hinge; Figure 5a It is a schematic diagram of the lower column hinge structure; Figure 5b This is the side view of the lower column hinge; Figure 6 It is a schematic diagram of the structure of the column energy dissipation plate; Figure 7a This is a schematic diagram of the prefabricated column structure; Figure 7b This is the side view of the precast column; Figure 8 It is the schematic diagram of the left beam hinge structure; Fig. 9 It is the schematic diagram of the right beam hinge structure; Fig.10 It is the schematic diagram of the beam energy dissipation plate structure; Fig.11 This is a schematic diagram of the precast beam structure; Fig.12 This is a schematic diagram of the prefabricated panel structure; Fig.13 This is a schematic diagram of the combined connection structure of the buffer rubber plug-in and the beam energy dissipation plate of the present invention; Fig.14 It is a schematic diagram of the mechanical properties of the energy dissipation plate of the present invention; Fig.15 This is the equivalent stress analysis diagram of the node yield state; Fig.16 This is a comparison diagram of the damage state of the beam node in the seismic test; Fig.17 It is the comparison diagram of hysteresis curve of beam node; Fig.18 It is the comparison diagram of hysteresis curve of column node; Fig.19 This is a comparison chart of carrying capacity; Fig. 20 This is a comparison chart of concrete compression damage; Among them, upper column hinge 1, lower column hinge 2, column energy absorption plate 3, prefabricated column 4, left beam hinge 5, right beam hinge 6, beam energy absorption plate 7, prefabricated beam 8, prefabricated plate 9, buffer rubber plug-in 10; upper column hinge square steel pipe 011, upper column hinge dry U-shaped side plate 012, upper column hinge limiting hole 013, upper column hinge baffle 014, lower column hinge square steel pipe 021, lower column hinge dry U-shaped side plate 022, lower column hinge limiting hole 023, lower column hinge baffle 024, column energy absorption rubber 031, column energy absorption steel plate 032, left beam hinge 051, left beam hinge C-shaped baffle 052, left beam hinge horizontal stiffening rib 053, left beam hinge flange plate limiting hole 054, left beam hinge baffle limiting hole 055, right beam hinge 061, right beam hinge U-shaped baffle 062, right beam hinge flange plate limiting hole 063, right beam hinge baffle limiting hole 064, beam energy absorption rubber 071, beam energy absorption steel plate 072, I-beam 081, C-shaped stirrup 082, longitudinal steel bar 083, flame retardant foam block 084, concrete layer 085, embedded hole 091. DETAILED DESCRIPTION

[0017] An assembled anti-buckling replaceable beam-plate-column node component comprises an upper column hinge 1, a lower column hinge 2, a prefabricated column 4, a left beam hinge 5, a right beam hinge 6, a prefabricated beam 8 and a prefabricated plate 9. The upper and lower ends of the prefabricated column 4 are respectively provided with an upper column hinge 1 and a lower column hinge 2. The upper column hinge 1 or the lower column hinge 2 is fixedly connected to the left beam hinge 5. The side of the prefabricated beam 8 is provided with a right beam hinge 6. The prefabricated column 4 is combined and connected with the prefabricated beam 8 by plugging the left beam hinge 5 and the right beam hinge 6. The prefabricated beam 8 is covered with a prefabricated plate 9 to form a beam-plate-column node; the left beam hinge 5 is provided with a left beam hinge C-shaped baffle 052, the right beam hinge 6 is provided with a right beam hinge U-shaped baffle 062, and the arc section of the left beam hinge C-shaped baffle 052 and the arc section of the right beam hinge U-shaped baffle 062 fit each other.

[0018] A beam energy absorbing plate 7 is connected between the left beam hinge 5 and the right beam hinge 6 , and the beam energy absorbing plate 7 is located at the side, upper part or lower part of the C-shaped baffle 052 and the right beam hinge U-shaped baffle 062 . Figure 1 and Fig.13 As shown, beam energy absorbing plates 7 can be provided on the side, top and bottom of the C-shaped baffle 052 and the right beam hinge U-shaped baffle 062 to improve the connection strength of local nodes.

[0019] The left beam hinge 5 is divided into a left beam hinge 051, a left beam hinge C-shaped baffle 052, a left beam hinge horizontal stiffening rib 053, a left beam hinge flange plate limiting hole 054 and a left beam hinge baffle limiting hole 055; the right beam hinge 6 is divided into a right beam hinge 061, a right beam hinge U-shaped baffle 062, a right beam hinge flange plate limiting hole 063 and a right beam hinge baffle limiting hole 064; the left beam hinge 051 and the right beam hinge 061 are plugged in, the left beam hinge C-shaped baffle 052 and the right beam hinge U-shaped baffle 062 are plugged in, and the left beam hinge C-shaped baffle 052 and the right beam hinge U-shaped baffle 062 are plugged in. The arc segments are in close contact, a left beam hinge baffle limiting hole 055 is provided on the left beam hinge C-shaped baffle 052, and a right beam hinge baffle limiting hole 064 is provided on the right beam hinge U-shaped baffle 062. The left beam hinge baffle limiting hole 055 is a circular hole, and the right beam hinge baffle limiting hole 064 is a strip hole. Bolts pass through the left beam hinge baffle limiting hole 055 and the right beam hinge baffle limiting hole 064 to fix the left beam hinge 5 and the right beam hinge 6, and a buffer rubber plug-in 10 is bonded at the gap between the left beam hinge 5 and the right beam hinge 6.

[0020] Two beam energy absorbing plates 7 are provided between the left beam hinge 5 and the right beam hinge 6, and are respectively located at the two sides or the upper and lower parts of the C-shaped baffle 052 and the right beam hinge U-shaped baffle 062. Figure 1 and 13 As shown, four beam energy absorbing plates 7 may be provided between the left beam hinge 5 and the right beam hinge 6, and are respectively located at the two sides and the upper and lower parts of the fitting part of the C-shaped baffle 052 and the right beam hinge U-shaped baffle 062.

[0021] The upper column hinge 1 is composed of an upper column hinge square steel tube 011, an upper column hinge stem-shaped side plate 012, and an upper column hinge baffle 014. The upper column hinge stem-shaped side plates 012 are arranged on the tube walls around the upper column hinge square steel tube 011, and the upper column hinge baffle 014 is arranged at the end of the upper column hinge square steel tube 011; the lower column hinge 2 is composed of a lower column hinge square steel tube 021, a lower column hinge stem-shaped side plates 022, and a lower column hinge baffle 024. The lower column hinge stem-shaped side plates 022 are arranged on the tube walls around the lower column hinge square steel tube 021, and the lower column hinge baffle 024 is arranged at the end of the lower column hinge square steel tube 021. The upper column hinge baffle 014 and the lower column hinge baffle 024 are arranged obliquely, and the upper column hinge 1 and the lower column hinge 2 are plugged into the upper column hinge baffle 014 and the lower column hinge baffle 024 to fit each other.

[0022] The upper column hinge stem U-shaped side plate 012 is provided with an upper column hinge limiting hole 013, and the lower column hinge stem U-shaped side plate 022 is provided with a lower column hinge limiting hole 023. The column energy absorption plate 3 is inserted between the plate seams of the upper column hinge stem U-shaped side plate 012 and the lower column hinge stem U-shaped side plate 022, and the bolts are passed through the upper column hinge limiting hole 013 and the lower column hinge limiting hole 023 to fix the upper column hinge 1 and the lower column hinge 2.

[0023] The column energy absorption plate 3 is composed of a column energy absorption rubber 031 and a column energy absorption steel plate 032; the beam energy absorption plate 7 is composed of a beam energy absorption rubber 071 and a beam energy absorption steel plate 072, and the material of the column energy absorption steel plate 032 and the beam energy absorption steel plate 072 is Q235.

[0024] The prefabricated beam 8 includes an I-beam 081, a C-shaped stirrup 082, a longitudinal steel bar 083, a flame retardant foam block 084 and a concrete layer 085. An embedded hole 091 is provided on the prefabricated plate 9. Bolts are fixed on the I-beam 081 and connected to the embedded hole 091 of the prefabricated plate 9 through the bolts. The flame retardant foam block 084 is bonded between the middle part of the web of the I-beam 081 and the C-shaped stirrup 082. The longitudinal steel bar 083 is tied in the gap of the C-shaped stirrup 082. The height of the flame retardant foam block 084 is flush with the inner side of the C-shaped stirrup 082. The C-shaped stirrup 082 is fixed between the flame retardant foam block 084 and the upper and lower edges of the I-beam 081 and the concrete layer 085 is poured.

[0025] A method for installing an assembled buckling-resistance replaceable beam-plate-column node assembly comprises the following steps: S1. A group of prefabricated columns 4 are embedded in the foundation. The column energy-absorbing plates 3 are inserted between the plate seams of the lower column hinges of the prefabricated columns 4 and the U-shaped side plates 022. The connecting parts of the column energy-absorbing plates 3 are exposed. Another group of prefabricated columns 4 are inserted into the lower column hinges 2 of the embedded prefabricated columns 4 through the upper column hinges 1, and are inserted into the right beam hinges 6 on the prefabricated beams 8 through the left beam hinges 5 on the upper column hinges 1 or the lower column hinges 2. S2, the left beam hinge C-shaped baffle plate 052 of the left beam hinge 5 and the right beam hinge U-shaped baffle plate 062 of the right beam hinge 6 are fitted together, and the left beam hinge C-shaped baffle plate 052 and the right beam hinge U-shaped baffle plate 062 arc segments are fitted together to adjust the angle and load bearing, the bolts pass through the left beam hinge baffle limiting hole 055 and the right beam hinge baffle limiting hole 064 to fix the left beam hinge 5 and the right beam hinge 6, the upper column hinge 1 and the lower column hinge 2 are inserted into the upper column hinge baffle plate 014 and the lower column hinge baffle plate 024 to fit each other, and the bolts pass through the upper column hinge limiting hole 013 and the lower column hinge limiting hole 023 to fix the upper column hinge 1 and the lower column hinge 2; the first layer of beam column installation is completed; S3, through the embedded hole 091 of the prefabricated plate 9 and the prefabricated beam 8, the first layer of beam and column installation is completed; S4. Repeat the above steps to splice the beams, slabs and columns layer by layer to complete the prefabricated assembly.

[0026] The following is a further explanation based on specific implementation cases: The upper column hinged T-shaped side plate is formed by cutting the I-shaped steel from the middle of the web plate to form a T-shaped side plate, and then two ear plates are welded on both sides of the web plate 5mm away from the transverse plate of the T-shaped side plate. The sum of the thickness of the two ear plates and the web plate is the same length as the transverse plate of the upper column hinged T-shaped side plate. A right-angled triangle is cut on the web plate from the web plate cutoff to the ear plate. The long right-angled side of the triangle is along the web plate cutting line, and the short right-angled side is the height of the web plate. Then the redundant ear plates on both sides are cut off and a length of 25mm is reserved for welding the upper column hinge block. The plate is cut into a convex shape with a length and width of 97mm and 70mm respectively. Finally, four identical upper column hinge stem-shaped side plates are welded on the longitudinal center axis of the four sides of the square steel tube by the cutting line in the middle of the web plate. The upper column hinge baffle is symmetrically and vertically welded on the web plate with beveled edges of the upper column hinge stem-shaped side plate. The upper column hinge bottom plate is welded to the bottom of the square steel tube and concrete is poured into the square steel tube. The lower column hinge consists of a square steel tube, a lower column hinge bottom plate, a lower column hinge stem-shaped side plate, and a lower column hinge. The column hinge baffle is composed of an I-shaped steel bar. The lower column hinged T-shaped side plate is cut from the middle of the web plate to form a T-shaped side plate. Then two ear plates are welded on both sides of the web plate 5mm away from the transverse plate of the T-shaped side plate. The length of the two ear plates is 30mm longer than the transverse plate of the T-shaped side plate. The total thickness of the two ear plates and the web plate is the same as the transverse plate of the lower column hinged T-shaped side plate. A right-angled triangle is cut on the web plate from the web plate cutoff to the ear plate. The long right-angled side of the triangle is along the boundary line between the ear plate and the web plate, and the short right-angled side is the height of the web plate. , and retain the 25mm length of the top of the ear plate for welding the lower column hinge baffle, and cut the horizontal plate of the T-shaped side plate into a groove shape with a length and width of 97mm and 70mm respectively. Finally, weld the four identical lower column hinge stem-shaped side plates on the longitudinal center axis of the four sides of the square steel pipe by the cutting line in the middle of the web plate. The lower column hinge baffle is symmetrically and vertically welded to the web with beveled edges of the lower column hinge stem-shaped side plate. The lower column hinge bottom plate is welded to the bottom of the square steel pipe and concrete is poured into the square steel pipe.

[0027] The anti-buckling replaceable beam node includes a left beam hinge, a right beam hinge, and an energy-absorbing plate; the left beam hinge is composed of an I-beam and a left beam hinge baffle. Two ear plates are welded on both sides of the web at a distance of 5mm from the flange plate on the inner side of the upper and lower flange plates of the I-beam near the lower column hinge. The total thickness of the two ear plates and the web is the same width as the flange plate of the left beam hinge I-beam, and the length is 60mm less than the flange plate. Then the web of the I-beam away from the lower column hinge is cut into a C shape and the left beam hinge baffle is welded. The left beam hinge baffle is welded to the web along the central axis, and the flange plate of the I-beam away from the lower column hinge is cut into a convex shape, and the length and width of the convex part are 100mm and 90mm respectively. Finally, a stiffening rib is welded at the connection between the left 1 / 3 point of the web and the lower column hinge; the right beam hinge is composed of an I-beam and a right beam hinge baffle. The plate is composed of two ear plates, which are welded on both sides of the web at a distance of 5mm from the flange plate on the inner side of the upper and lower flange plates of the I-beam near the precast beam. The total thickness of the two ear plates and the web plate is the same width as the flange plate of the left beam hinge I-beam, and the length is 60mm less than the flange plate. Then the web of the I-beam away from the precast beam is cut into a U shape and the excess part is cut off. The right beam hinge baffle is welded to the web along the central axis, and the flange plate of the I-beam away from the precast beam is cut into a groove shape, and the length and width of the groove part are 100mm and 90mm respectively; the U-shaped baffle is made of a round steel pipe cut in half from the pipe body, and the U-shaped baffles of the left and right beam hinges are pre-embedded with four limit holes at the corresponding positions. The hole positions are symmetrical up and down and left and right, and the horizontal distance between the two holes is 90mm and the vertical distance is 116mm.

[0028] The energy absorption plate is made of rectangular Q235 mild steel and rubber; the beam energy absorption plate is installed on the upper and lower sides of the left beam hinge and the right beam hinge by bolts, so as to assemble a buckling-resistant replaceable beam node; the column energy absorption plate is installed on the four sides of the upper column hinge and the lower column hinge by bolts, so as to assemble a buckling-resistant replaceable column node; the prefabricated prefabricated beam includes I-shaped steel, C-shaped stirrups, longitudinal steel bars, flame-retardant foam blocks, bolts, bolts, and concrete; a bolt is welded every 33mm on the center axis of the transverse plate on both sides of the inner web of the I-shaped steel , the first interval of 100mm on both sides of the horizontal plate at 34mm outside the I-shaped steel and the central axis of the horizontal plate, and then weld a bolt every 200mm to connect with the prefabricated plate, use glue to bond the flame-retardant foam between the middle of the web and the C-shaped stirrups, and then tie the steel bars in the gap of the C-shaped stirrups. The height of the flame-retardant foam is flush with the inside of the C-shaped stirrups. The C-shaped stirrups are fixed between the flame-retardant foam and the upper and lower edges of the I-shaped steel and poured with concrete; the column energy-absorbing plate is completely stuck in the gap between the upper column hinge and the lower column hinge on both sides of the I-shaped side plate In the structure, it provides lateral and bending resistance, and because the thickness of the steel plate of the column energy absorption plate is adjustable, the bending and lateral stiffness of the column can be adjusted; the T-shaped side plates of the upper column hinge and the lower column hinge are convenient for the splicing of the upper column hinge and the lower column hinge, and provide lateral and bending resistance for the structure; the cross-section of the left beam hinge baffle is C-shaped, and the cross-section of the right beam hinge baffle is semicircular, and the difference between the two is the thickness of a baffle, so as to facilitate the harmonious connection between the two; the left beam hinge baffle and the right beam hinge baffle are provided with limit holes at the same position of the cross-section, through The bolt connection generates rotational friction to consume energy and provide shear bearing capacity for the structure, limiting the excessive rotation angle of the beam node; the upper column hinge and the lower column hinge are provided with limit holes at the same position on both sides of the cross section of the U-shaped side plate, which not only provide shear bearing capacity for the structure, but also limit the excessive rotation angle of the column node; the beam energy-absorbing plate is completely stuck in the gap on both sides of the U-shaped side plate of the left and right beam hinges, providing the structure with lateral bearing capacity and bending bearing capacity, and because the steel plate thickness of the beam energy-absorbing plate can be adjusted, the bending and lateral stiffness of the beam can be adjusted; The horizontal plate of the upper column hinge T-shaped side plate is cut into a convex shape, and the horizontal plate of the lower column hinge T-shaped side plate is cut into a groove shape to facilitate the harmonious connection between the upper column hinge and the lower column hinge and provide the structure with lateral and bending resistance. Stiffening ribs are welded at the 1 / 3 point of the connection between the left beam hinge and the lower column hinge near the lower column hinge to strengthen the connection between the left beam hinge and the lower column hinge and provide bending resistance for the beam. Flame-retardant foam blocks are used in the middle of the web of the prefabricated beam to reduce its own weight while increasing its bending resistance. Studs are welded on the center axis of the transverse plates on both sides of the inner web of the I-beam to strengthen the connection between the I-beam, concrete and flame-retardant foam blocks; bolts are welded on both sides of the transverse plates outside the I-beam at a distance of 34mm from the center axis of the transverse plates to strengthen the connection with the prefabricated panels; limiting holes are opened at the corresponding positions of the prefabricated panels to strengthen the connection with the beams; foamed flame-retardant glue is injected into the connecting gap between the beams and the prefabricated panels to make the structure more beautiful and strengthen the connection between the beams and the prefabricated panels.

[0029] The following is combined with Figure 1-12 The present invention is further explained with reference to the following specific embodiments. It should be noted that the present invention is not limited to the following specific embodiments, and all equivalent changes made on the basis of the technical solution of this application fall within the protection scope of the present invention.

[0030] Reference Figure 1-12 As shown, the present invention is an assembled anti-buckling replaceable beam-plate-column node and its construction steps, characterized in that it includes an upper column hinge 1, a lower column hinge 2, a column energy absorption plate 3, a prefabricated column 4, a left beam hinge 5, a right beam hinge 6, a beam energy absorption plate 7, a prefabricated beam 8, and a prefabricated plate 9; one end of the anti-buckling replaceable beam hinge left beam hinge 5 is welded to the anti-buckling replaceable lower column hinge 2, and the anti-buckling replaceable beam hinge right beam hinge 6 is welded to the prefabricated beam 8; the upper column hinge 1 and the lower column hinge 2 of the structure are assembled by bolts and the column energy absorption plate 3 to connect the column components into a whole, and the left beam hinge 5 and the right beam hinge 6 are assembled by bolts and the beam energy absorption plate 7 to connect the beam components to the column components to form a frame structure; The upper column hinge 1 comprises an upper column hinge square steel tube 011, an upper column hinge stem-shaped side plate 012, an upper column hinge limiting hole 013, and an upper column hinge baffle 014; the upper column hinge square steel tube 011 is a length of square steel tube; the upper column hinge stem-shaped side plate 012 is formed by cutting an I-shaped steel from the middle of the web to form a T-shaped side plate, and then two ear plates are welded on both sides of the T-shaped side plate, and a right-angled triangle is cut on the web from the web cut to the ear plate, and an upper column hinge limiting hole 013 is opened on the flange; the upper column hinge baffle 014 is made of square steel plate; four upper column hinge stem-shaped side plates 012 of the same size are symmetrically welded on the symmetry axes of the four surfaces of the upper column hinge square steel tube 011, and finally the upper column hinge baffle 014 is symmetrically and vertically welded on the web with a beveled edge of the upper column hinge stem-shaped side plate 012; The lower column hinge 2 comprises a lower column hinge square steel pipe 021, a lower column hinge stem-shaped side plate 022, a lower column hinge limiting hole 023, and a lower column hinge baffle 024; the lower column hinge square steel pipe 021 is a length of square steel pipe; the lower column hinge stem-shaped side plate 022 is formed by cutting an I-shaped steel from the middle of the web to form a T-shaped side plate, and then two ear plates are welded on both sides of the T-shaped side plate, and a right-angled triangle is cut on the web from the web cut to the ear plate, and a lower column hinge limiting hole 023 is opened on the flange; the lower column hinge baffle 024 is made of a square steel plate; four lower column hinge stem-shaped side plates 022 of the same size are symmetrically welded on the symmetry axis of the four surfaces of the lower column hinge square steel pipe 021, and finally the lower column hinge baffle 024 is symmetrically and vertically welded on the web with a beveled edge of the lower column hinge stem-shaped side plate 022; The column energy absorption plate 3 is made of rubber 031 and rectangular Q235 mild steel 032; the column energy absorption plate is installed on the four sides of the upper column hinge and the lower column hinge through the column energy absorption plate installation hole 033, thereby assembling an anti-buckling replaceable column node; The prefabricated column 4 is a prefabricated steel concrete column; The left beam hinge 5 includes a left beam hinge 051, a left beam hinge C-shaped baffle 052, a left beam hinge horizontal stiffening rib 053, a left beam hinge flange plate limiting hole 054, and a left beam hinge baffle limiting hole 055; the left beam hinge 051 is made of an I-shaped steel, two ear plates are welded on both sides of the inner web of the upper and lower flange plates close to the column side, and then the web away from the column side is cut into a C shape, and the left beam hinge flange plate limiting hole 054 is opened on it; the left beam hinge C-shaped baffle 052 is made of a square steel plate The left beam hinge is bent in the shape of the web groove away from the column side, and four left beam hinge baffle limiting holes 055 are symmetrically opened on the middle plate; the left beam hinge horizontal stiffening ribs 053 are all cut and made of square steel plates; the left beam hinge baffle 052 is welded to the web along the central axis, and the flange plate of the I-beam steel is cut into a convex shape, and finally the stiffening ribs 053 are welded at the connection between the web near the column side and the lower column hinge to enhance the compressive capacity of the left beam hinge 5; The right beam hinge 6 comprises a right beam hinge 061, a right beam hinge U-shaped baffle 062, a right beam hinge flange plate limiting hole 063, and a right beam hinge baffle limiting hole 064; the right beam hinge 061 is made of two ear plates welded on both sides of the inner web of the upper and lower flange plates of the I-shaped steel close to the beam side, and then the web between the two ear plates away from the beam side is cut into a U shape and the excess part is cut off, and the right beam hinge flange plate limiting hole 063 is opened on it; the right beam hinge U-shaped baffle 062 is formed by bending a square steel plate according to the shape of the right beam hinge web groove, and four right beam hinge limiting holes 064 are symmetrically opened in the middle plate; the right beam hinge U-shaped baffle 064 is welded to the web along the central axis, and the flange plate of the I-shaped steel is cut into the shape of a groove; The beam energy absorption plate 7 is made of rubber 071 and rectangular Q235 mild steel 072; the beam energy absorption plate is installed on the upper and lower edges of the left beam hinge and the right beam hinge through the beam energy absorption plate installation hole 073, thereby assembling an anti-buckling replaceable beam node; The prefabricated precast beam 8 includes an I-shaped steel 081, a C-shaped stirrup 082, a longitudinal steel bar 083, a flame retardant foam block 084, and concrete 085; bolts are welded on the central axis of the transverse plates on both sides of the web inside the I-shaped steel 081, and bolts are welded on both sides of the transverse plates outside the I-shaped steel 081 to connect with the precast plate 9, and the flame retardant foam block 084 is bonded with glue between the middle of the web and the C-shaped stirrup 082, and then the longitudinal steel bar 083 is tied in the gap of the C-shaped stirrup 082, and the height of the flame retardant foam block 084 is flush with the inner side of the C-shaped stirrup 082, and the C-shaped stirrup 082 is fixed between the flame retardant foam block 084 and the upper and lower edges of the I-shaped steel 081 and poured with concrete 085; corresponding slots are opened on the precast plate 9 and holes 091 are pre-buried at corresponding positions to connect with the beam through bolts; Analysis of the working mechanism and application effect of this structure: The column energy absorption plate 3 is installed on the beam node, and the beam energy absorption plate 7 is installed on the column node. According to the seismic design code, both the lower beam node and the column node need to meet the "strong shear and weak bending" design criteria. However, during an earthquake, the column is the main lateral force resisting member, and large deformation of the column node should be avoided. Therefore, the beam energy absorption plate 7 is required to be designed with high-strength and high-toughness steel and rubber; and the column energy absorption plate 3 is installed in the plastic hinge area of ​​the beam. During an earthquake, it needs to yield before the column node, increasing the structural deformation capacity while dissipating seismic energy. Therefore, the column energy absorption plate 3 is designed with Q235 soft steel.

[0031] The mechanical properties of the energy dissipation board are as follows: Fig.14 As shown. In the initial loading stage of the bionic steel hinge, both the tensile and compressive energy dissipation plates are in an elastic state. Therefore, these plates can be regarded as elastic springs. As the rotation angle of the bionic hinge increases, the compression side energy dissipation plate initially undergoes out-of-plane deformation. Although both sides are equipped with anti-buckling plates and rubber supports to control the deformation, the rotation of the femoral and tibial connections widens the gap between the energy dissipation plate and the rubber block. This causes the out-of-plane deformation of the energy dissipation plate to be smaller than the gap width. As the load increases, the compression side energy dissipation plate experiences a larger out-of-plane deformation compared to the gap. Therefore, this deformation triggers the compression of the energy dissipation plate on the rubber, thereby initiating the role of the rubber in providing lateral support to mitigate further out-of-plane deformation. When the elastic force provided by the rubber compression is insufficient to offset the lateral support force required for the out-of-plane buckling of the energy dissipation plate, out-of-plane instability occurs. Otherwise, the compression side of the energy dissipation plate will continue to undergo out-of-plane buckling deformation. Eventually, the weakened area of ​​the energy dissipation plate undergoes tearing failure. As the loading time increases, the plate is subjected to more than 30–40 repeated tension and compression cycles, resulting in the plastic damage mainly accumulating in its weakened areas.

[0032] The entire working process of the RBHC can be divided into three stages according to the working state of the energy dissipation steel plate: elastic stage, yield stage and failure stage. 1) In the initial stage, the energy dissipation steel plates around the RBHC are all in the elastic stage. The bending capacity of the RBHC increases sharply in a linear manner with the displacement of the load. At the same time, the surrounding energy dissipation steel plates provide sufficient lateral stiffness for the structure to withstand the external load. The second stage: yield stage: As the displacement increases, the energy dissipation steel plate on the compression side will first deform out of the plane and reach compressive yield. Subsequently, the energy dissipation steel plate on the tension side reaches the tensile yield stress due to significant deformation. When both sides of the energy dissipation steel plate reach the compressive and tensile yield stresses, the steel plates on the front and back are in tension, and the stress distribution is roughly triangular. At this point, the load enters the yield platform and the node begins to show plastic deformation. The third stage: failure stage: As the displacement load amplitude increases further, the plastic deformation of the energy dissipation steel plate continues to increase. In addition, the rate of increase exceeds the rate of load, resulting in a gradual decrease in the bearing capacity of the node.

[0033] During the entire working process of RBHC, the bearing capacity of the node is mainly shared by two parts: one is the energy-absorbing steel plate, and the other is the interaction between the femoral boot and the tibial boot connected by the replaceable bionic hinge under the vertical force. Although these two parts share the load, the deformation of the node is mainly provided by the energy-absorbing steel plate. The equivalent stress analysis diagram of the node yield state is shown in Fig.15 Therefore, the following assumptions are made for the load-bearing capacity and deformation analysis: Phase 1: The RBHC consists of prefabricated reinforced concrete components, femoral boots, and tibial boots. During the calculation, these components can be considered as rigid bodies because their deformations are relatively small. In addition, the relative slip between the concrete and steel components is not considered.

[0034] Stage 2: The center of rotation of the tuberosity is at point O on the tibial boot.

[0035] Stage 3: In the analysis and design of RBHC (RBHC), the strain distribution on the cross section is assumed to satisfy the plane section assumption in material mechanics.

[0036] 3. Test and finite element results (1) Beam like Fig.16 As shown in the figure, from the damage state of the beam node seismic test, it can be seen that the geometric dimensions and materials of the specimen components and the energy dissipation plate are the same, except that the anti-buckling energy dissipation plate is added to specimen 1. From the damage state of the two, it can be seen that the damage of the node is located on the energy dissipation plate, which can realize the controllable damage position of the node; in addition, the other components of the node have almost no obvious deformation and are in an elastic state, indicating that the node can achieve toughness repair performance, and only the bolts on the energy dissipation plate need to be removed to achieve its replacement. From the hysteresis curves of the two nodes, it can be seen that the hysteresis curve presents a significantly stable and symmetrical shuttle shape. It is worth noting that compared with specimen 2, the fullness of the hysteresis curve of specimen 1 with only rubber added is significantly increased, and the yield bearing capacity of specimen 2 (92.45kN) is 46.00% higher than that of specimen 1. Rubber can significantly improve the bearing capacity of thin plates during buckling. Installing anti-buckling components on both sides of the energy dissipation plate is an effective strategy to improve the energy dissipation capacity of RBHJ.

[0037] (2) Column The specimen was labeled as APHF-2-300. Based on the finite element method of specimen APHF-2-300, the column nodes were added to specimen APHF2-300 and the specimen was designated as specimen RBHC-2-300. The hysteresis performance and failure mode of the APHF-2-300 and RBHC-2-300 specimens were analyzed and compared. Hysteresis curves of APHF-2-300 and RBHC-2-300 specimens Fig.17As shown in the figure, the hysteresis curve of the sample RBHC-2-300 is a typical "Z" shape. Compared with the APHF-2-300 sample, the yield strength and ultimate bearing capacity of the RBHC-2-300 sample increased by 36.64% and 21.3% respectively. Fig.18 As shown in the figure, the load capacity of the RBHC-2-300 specimen gradually decreases after reaching the peak load capacity. When the displacement amplitude reaches 72 mm, the load of the APHF-2-300 specimen is reduced by 34.43% compared with the peak load, while the load reduction of the RBHC-2-300 specimen is only 9.03%. This observation indicates that the specimens equipped with RBHC show better ductility compared with the specimens at the reinforced concrete column foot.

[0038] The compression damage distribution of concrete in the final state is as follows: Fig. 20 As shown. It can be inferred that the APHF-2-300 specimen experienced severe compression damage at the column base, which eventually led to compression failure at this location. In contrast, the RBHC-2-300 specimen was equipped with an RBHC device at the column base, which effectively controlled the plastic damage and concentrated it on the energy-absorbing thin plate of the RBHC. The compression damage observed in the concrete at the column base was minimal. Therefore, the RBHC can effectively concentrate the plastic deformation on the energy-absorbing thin plate and solve the problem of compression failure at the column base. After the earthquake, restoring the structural function only requires replacing the energy-absorbing thin plate.

Claims

1. An assembled buckling-resistance replaceable beam-plate-column node assembly, characterized in that The invention comprises an upper column hinge (1), a lower column hinge (2), a prefabricated column (4), a left beam hinge (5), a right beam hinge (6), a prefabricated beam (8) and a prefabricated plate (9). The upper and lower ends of the prefabricated column (4) are respectively provided with an upper column hinge (1) and a lower column hinge (2). The upper column hinge (1) or the lower column hinge (2) is fixedly connected to the left beam hinge (5). The side of the prefabricated beam (8) is provided with a right beam hinge (6). The prefabricated column (4) is combined and connected with the prefabricated beam (8) by plugging the left beam hinge (5) and the right beam hinge (6). The prefabricated beam (8) is covered with a prefabricated plate (9) to form a beam-plate-column node. The left beam hinge (5) is provided with a left beam hinge C-shaped baffle (052). The right beam hinge (6) is provided with a right beam hinge U-shaped baffle (062). The arc section of the left beam hinge C-shaped baffle (052) and the arc section of the right beam hinge U-shaped baffle (062) fit each other.

2. According to claim 1, a prefabricated buckling-resistance replaceable beam-plate-column node assembly is characterized in that A beam energy absorbing plate (7) is connected between the left beam hinge (5) and the right beam hinge (6), and the beam energy absorbing plate (7) is located on the side, upper part or lower part of the C-shaped baffle plate (052) and the right beam hinge U-shaped baffle plate (062).

3. According to claim 1, a prefabricated buckling-resistance replaceable beam-plate-column node assembly is characterized in that The left beam hinge (5) is divided into a left beam hinge (051), a left beam hinge C-shaped baffle (052), a left beam hinge horizontal stiffening rib plate (053), a left beam hinge flange plate limiting hole (054) and a left beam hinge baffle plate limiting hole (055); the right beam hinge (6) is divided into a right beam hinge (061), a right beam hinge U-shaped baffle (062), a right beam hinge flange plate limiting hole (063) and a right beam hinge baffle plate limiting hole (064); the left beam hinge (051) and the right beam hinge (061) are plugged, and the left beam hinge C-shaped baffle (052) and the right beam hinge U-shaped baffle (06 2) The arc segments are in close contact, a left beam hinge baffle plate limiting hole (055) is provided on the left beam hinge C-shaped baffle plate (052), and a right beam hinge baffle plate limiting hole (064) is provided on the right beam hinge U-shaped baffle plate (062), the left beam hinge baffle plate limiting hole (055) is a circular hole, and the right beam hinge baffle plate limiting hole (064) is a strip hole, and bolts are passed through the left beam hinge baffle plate limiting hole (055) and the right beam hinge baffle plate limiting hole (064) to fix the left beam hinge (5) and the right beam hinge (6) together, and a buffer rubber plug-in (10) is bonded to the gap between the left beam hinge (5) and the right beam hinge (6).

4. According to claim 2, a prefabricated buckling-resistance replaceable beam-plate-column node assembly is characterized in that Two beam energy absorbing plates (7) are provided between the left beam hinge (5) and the right beam hinge (6), and are respectively located on the two sides or upper and lower parts of the C-shaped baffle plate (052) and the right beam hinge U-shaped baffle plate (062).

5. According to claim 2, a prefabricated buckling-resistance replaceable beam-plate-column node assembly is characterized in that Four beam energy absorbing plates (7) are provided between the left beam hinge (5) and the right beam hinge (6), and are respectively located at the two side portions and the upper and lower portions of the joining portion between the C-shaped baffle plate (052) and the right beam hinge U-shaped baffle plate (062).

6. The assembled buckling-resistance replaceable beam-plate-column node assembly according to claim 2, characterized in that The upper column hinge (1) is composed of an upper column hinge square steel tube (011), an upper column hinge stem-shaped side plate (013), and an upper column hinge baffle (014); an upper column hinge stem-shaped side plate (012) is provided on the tube wall around the upper column hinge square steel tube (011); and an upper column hinge baffle (014) is provided at the end of the upper column hinge square steel tube (011); the lower column hinge (2) is composed of a lower column hinge square steel tube (021), a lower column hinge stem-shaped side plate (022), The lower column hinge baffle (024) is composed of a lower column hinge baffle plate (024), a lower column hinge stem-shaped side plate (022) is arranged on the tube wall around the lower column hinge square steel tube (021), a lower column hinge baffle plate (024) is arranged at the end of the lower column hinge square steel tube (021), an upper column hinge baffle plate (014) and a lower column hinge baffle plate (024) are arranged obliquely, and an upper column hinge (1) and a lower column hinge (2) are plugged into the upper column hinge baffle plate (014) and the lower column hinge baffle plate (024) to fit each other.

7. The assembled buckling-resistance replaceable beam-plate-column node assembly according to claim 6, characterized in that The upper column hinge stem U-shaped side plate (012) is provided with an upper column hinge limit hole (013), the lower column hinge stem U-shaped side plate (022) is provided with a lower column hinge limit hole (023), a column energy absorption plate (3) is inserted between the plate seams of the upper column hinge stem U-shaped side plate (012) and the lower column hinge stem U-shaped side plate (022), and bolts are passed through the upper column hinge limit hole (013) and the lower column hinge limit hole (023) to fix the upper column hinge (1) and the lower column hinge (2) in connection.

8. The assembled buckling-resistance replaceable beam-plate-column node assembly according to claim 7, characterized in that The column energy absorption plate (3) is composed of a column energy absorption rubber (031) and a column energy absorption steel plate (032); the beam energy absorption plate (7) is composed of a beam energy absorption rubber (071) and a beam energy absorption steel plate (072); the column energy absorption steel plate (032) and the beam energy absorption steel plate (072) are made of Q235.

9. The assembled buckling-resistance replaceable beam-plate-column node assembly according to claim 1, characterized in that The prefabricated beam (8) comprises an I-shaped steel (081), a C-shaped stirrup (082), a longitudinal steel bar (083), a flame retardant foam block (084) and a concrete layer (085); a prefabricated plate (9) is provided with an embedded hole (091); a bolt is fixedly provided on the I-shaped steel (081) and connected to the embedded hole (091) of the prefabricated plate (9) via the bolt; a flame retardant foam block (084) is bonded between the middle of the web of the I-shaped steel (081) and the C-shaped stirrup (082); the longitudinal steel bar (083) is tied in the gap between the C-shaped stirrup (082); the height of the flame retardant foam block (084) is flush with the inner side of the C-shaped stirrup (082); the C-shaped stirrup (082) is fixed between the flame retardant foam block (084) and the upper and lower edges of the I-shaped steel (081); and a concrete layer (085) is poured.

10. A method for installing a prefabricated buckling-resistance replaceable beam-plate-column node assembly according to claim 8 or 9, characterized in that The steps include: S1, a group of prefabricated columns (4) are embedded in the foundation, and the column energy-absorbing plates (3) are inserted between the plate seams of the lower column hinges (022) of the prefabricated columns (4), and the connecting parts of the column energy-absorbing plates (3) are exposed; another group of prefabricated columns (4) are inserted into the lower column hinges (2) of the embedded prefabricated columns (4) through the upper column hinges (1), and are inserted into the right beam hinges (6) on the prefabricated beams (8) through the left beam hinges (5) on the upper column hinges (1) or the lower column hinges (2); S2, the left beam hinge C-shaped baffle plate (052) of the left beam hinge (5) and the right beam hinge U-shaped baffle plate (062) of the right beam hinge (6) are fitted together, and the left beam hinge C-shaped baffle plate (052) and the right beam hinge U-shaped baffle plate (062) arc sections are fitted together to adjust the angle and load bearing, the bolts are fixedly connected to the left beam hinge (5) and the right beam hinge (6) through the left beam hinge baffle plate limiting hole (055) and the right beam hinge baffle plate limiting hole (064), the upper column hinge (1) and the lower column hinge (2) are plugged into the upper column hinge baffle plate (014) and the lower column hinge baffle plate (024) to fit each other, and the bolts are fixedly connected to the upper column hinge (1) and the lower column hinge (2) through the upper column hinge limiting hole (013) and the lower column hinge limiting hole (023); the first layer of beam and column installation is completed; S3, the prefabricated panels (9) are connected to the prefabricated beams (8) through the embedded holes (091) to complete the installation of the beams, panels and columns of the first layer; S4. Repeat the above steps to splice the beams, slabs and columns layer by layer to complete the prefabricated assembly.

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