CN112538898A - Self-resetting shearing-constraint buckling damage controllable assembly type beam-column joint - Google Patents
Self-resetting shearing-constraint buckling damage controllable assembly type beam-column joint Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
- E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/025—Structures with concrete columns
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Abstract
A self-resetting shearing-restraining bending type damage controllable assembly type beam-column joint comprises a prefabricated column (1), a prefabricated beam (2), a pin shaft (8), a shearing-bending plate (9) and an elastic piece (12), wherein the prefabricated column (1) and the prefabricated beam (2) are fixedly connected with a column double-T-shaped connecting plate (6) and a beam T-shaped connecting plate (7) respectively, and the column double-T-shaped connecting plate (6) and the beam T-shaped connecting plate (7) are hinged and connected through the pin shaft (8); the shear-flexion plate (9) is constrained between the first constraint plate (10) and the second constraint plate (11) by means of bolts; the shear-flex plate (9) and the elastic piece (12) are respectively fixed between the column double-T-shaped connecting plate (6) and the beam T-shaped connecting plate (7) through bolts and clamps (13). The invention concentrates the deformation and energy consumption of the beam at the connecting position, realizes the energy consumption and bending rigidity provided by a plurality of ladder sections, avoids the larger plastic damage of the component and can quickly recover the structure function.
Description
Technical Field
The invention relates to an assembly type structure node technology, which is mainly used for an assembly type frame structure beam column node.
Background
The building industry is taken as the prop industry of national economy, mainly relies on resource element investment and large-scale investment to pull development at present, and has the problems of low industrialization and informatization levels, extensive production mode, low labor efficiency, high energy resource consumption, insufficient technological innovation capability and the like. In recent years, strategic development directions of building industrialization and toughness of cities and countryside are provided by the country, and the development of an assembly type construction mode and a recoverable function technology becomes an inevitable requirement for promoting the recoverable development of building industrialization and structural functions.
The key of the anti-seismic performance of the assembled reinforced concrete structure system lies in the performance of a connecting area (a node and a splicing seam), the connecting area needs to have sufficient anti-seismic performance such as strength, rigidity, ductility, energy consumption and the like, and meanwhile, the anti-seismic performance system also needs to have performance targets such as self-resetting, replaceability and the like according to the requirement of structure recoverability, and is convenient to construct and ensures the construction quality.
The joint connection form of the prior assembly type reinforced concrete frame structure can be divided into an integral assembly type and a full assembly type according to different construction methods. The superposed beams or columns in the assembled integral concrete frame structure are prefabricated components, and beam-column connecting nodes are connected in a mode of steel bar lapping or welding, section steel bolting or welding, sleeve grouting and the like and then are cast with concrete on site or filled with high-strength mortar to form a whole. Compared with a pure cast-in-place concrete frame structure, the assembled integral concrete frame structure has the advantages of unobvious construction period advantages and improved construction cost, more on-site wet operation and in a flowing water key line, large consumption of a steel bar lapping material in a node area, difficulty in construction avoidance, high installation difficulty, low efficiency, limited reduction of on-site support in pure cast-in-place, difficulty in ensuring the construction quality of the node and final influence on the structural performance. After experimental simulation research or earthquake disaster investigation, it is found that the assembled integral frame nodes show the phenomenon that the connection nodes or the positions near the new and old concrete contact surfaces enter damage and damage first, the damage development of the connection nodes is difficult to control, meanwhile, the structure has weak energy consumption capacity, obvious accumulated damage, large residual deformation and low ductility, self-resetting cannot be realized, the nodes or components cannot be disassembled or replaced after damage or the service life is reached, and the structure is difficult to repair.
The beams or columns in the fully-assembled concrete frame structure are prefabricated parts, and the beams and columns are connected in a dry connecting mode such as prestressed tendons, embedded connecting piece welding or bolts. The fully-assembled concrete frame structure reduces post-cast concrete construction, so that the field installation is simple and convenient, and the working efficiency and the construction quality are higher than those of the assembled integral connection by adopting dry connection modes such as welding or bolts. Research shows that the bearing capacity, the energy consumption capacity and the ductility of the connecting node can reach or are superior to those of a cast-in-place node through reasonable design, but the currently proposed node connecting structure has various forms, different design methods and obviously different failure modes of the connecting node, the structural plastic damage development is difficult to control, the bolt or welding connecting node has quick plastic development, the residual deformation is large, the self-resetting is difficult to realize, the node is difficult to disassemble and replace after being damaged and damaged, and the quick recovery of the structural function is difficult to realize.
With the extensive application and the deep development of research of the assembly type structure, various novel node connection forms are proposed one after another, and a new direction is provided for the research and development of the node connection form with reasonable structure and excellent performance. At present, researches on the connection of the assembled concrete nodes mostly focus on enhancing the seismic performance of the nodes, and further research and development are needed for connection forms which are simple and efficient in construction and installation, excellent in seismic performance, adaptive to external loads with different strengths and capable of recovering functions.
Disclosure of Invention
The invention aims to provide a self-resetting shearing-restrained bending damage controllable fabricated beam-column joint.
The invention relates to a self-resetting shearing-restrained bending type damage controllable assembly type beam-column node which comprises a prefabricated column 1, a prefabricated beam 2, a pin shaft 8, a shearing-bending plate 9 and an elastic piece 12, wherein a double-I-shaped steel cylinder 3 comprises a web plate 3-1, a flange 3-2 and a stiffening plate 3-3, the double-I-shaped steel cylinder 3 is pre-embedded in a core area of the prefabricated column 1, anchoring section steel 4 is pre-embedded at the end part of the prefabricated beam 2, and the anchoring section steel 4 is welded at the end part of the beam to form a beam end plate 5; the first vertical plate 6-1 of the column double-T-shaped connecting plate is fixedly connected with the flange 3-2 of the double I-shaped steel cylinder through a bolt, the second vertical plate 7-1 of the beam T-shaped connecting plate is fixedly connected with the beam end plate 5 through a bolt, and the first lug plate 6-2 of the column double-T-shaped connecting plate is hinged with the second lug plate 7-2 of the beam T-shaped connecting plate through a pin shaft 8; the shearing-bending plate 9 is restrained between a first restraining plate 10 and a second restraining plate 11 through bolts, and two ends of the shearing-bending plate 9 are fixedly connected with a first vertical plate 6-1 and a second vertical plate 7-1 through bolts respectively; the elastic piece 12 is tensioned and fixed between the first vertical plate 6-1 and the second vertical plate 7-1 through a clamp 13.
The invention has the advantages that: 1) the joint connection quality is easy to ensure in the field dry operation construction. The connecting piece is pre-buried when the beam column component is prefabricated in the mill, and the components are connected through the bolts after being in place during field installation, so that the whole process is dry in operation construction, the installation is simple, and the joint connection quality is easy to guarantee.
2) The structure damage position is controllable, and the energy consumption mechanism is clear. The node of the invention adopts a pin shaft hinge connection mode, the plastic hinge area and the structural deformation of the beam end are concentrated at the hinge position of the pin shaft, and meanwhile, the shear-buckling plate dissipates the seismic energy through shearing and buckling constraint, thereby effectively reducing the plastic damage of the prefabricated part.
3) The connecting nodes can realize the function of multiple ladder sections along with the increase of deformation. The node shearing-buckling plate adopts a shearing and buckling constraint design, and can realize the stepped section division under the action of external loads with different strengths to provide bending rigidity and energy consumption. Through reasonable design, the small-earthquake shearing-buckling plate can provide enough bending rigidity and keep elasticity, the shearing energy consumption section of the small-earthquake shearing-buckling plate gives priority to yield energy consumption under the action of a medium earthquake, and the core plate is converted into a buckling constraint mechanism during a large earthquake along with the increase of the earthquake action, so that larger bending rigidity and energy consumption can be provided.
4) The self-reset is well realized, and the residual deformation after the earthquake is effectively reduced. The node realizes the self-resetting function of the structure through the prestressed elastic piece, certain residual deformation can occur in the shearing energy consumption section of the shearing-buckling plate under the action of a strong earthquake, but the residual deformation can be effectively reduced under the reasonably designed prestress level, and the self-resetting function is better realized.
5) The components are easy to disassemble and replace, and the function recovery can be quickly realized. All connecting parts of the node are connected by bolts or pin shafts, so that the shearing-buckling plate with larger damage or the whole connecting node can be disassembled and replaced in time after the shearing-buckling plate or the whole connecting node with larger damage or the service life is reached under the action of earthquakes and the like, the structure can be quickly restored to the designed anti-seismic level, and the quick restoration of the structure function is realized.
Drawings
Fig. 1 is an overall schematic view of a self-resetting shearing-constraint buckling damage controllable fabricated beam column node, fig. 2 is a structural schematic view of a double-I-shaped steel cylinder, fig. 3 is a structural schematic view of a web plate of the double-I-shaped steel cylinder, fig. 4 is a structural schematic view of a stiffening plate of the double-I-shaped steel cylinder, fig. 5 is a connection schematic view of an anchoring steel and a beam end plate, fig. 6 is a structural schematic view of a column double-T-shaped connecting plate, fig. 7 is a structural schematic view of a beam T-shaped connecting plate, fig. 8 is a structural schematic view of a shearing-buckling plate, fig. 9 is a connection schematic view of the shearing-buckling plate and a first and a second constraint plate, and fig. 10 is an assembly schematic view of the self-resetting shearing-constraint buckling damage controllable fabricated beam column node component. Reference numerals and corresponding names: 1-prefabricated column, 2-prefabricated beam, 3-double I-shaped steel cylinder, 3-1-double I-shaped steel cylinder web, 3-2-double I-shaped steel cylinder flange, 3-3-double I-shaped steel cylinder stiffening plate, 4-anchor section steel, 5-beam end plate, 6-column double T-shaped connecting plate, 6-1-column double T-shaped connecting plate first vertical plate, 6-2-column double T-shaped connecting plate first ear plate, 6-3-column double T-shaped connecting plate C-shaped clamping groove, 7-beam T-shaped connecting plate, 7-1-beam T-shaped connecting plate second vertical plate, 7-2-beam T-shaped connecting plate second ear plate, 7-3-beam T-shaped connecting plate trapezoid angle plate, 8-pin shaft, 9-shear-bend plate, the bending device comprises a core plate of a 9-1-shearing-bending plate, a coaming of a 9-2-shearing-bending plate, a core plate limiting plate of a 9-3-shearing-bending plate, a coaming limiting plate of a 9-4-shearing-bending plate, a core plate connecting end of a 9-5-shearing-bending plate, a coaming connecting end of a 9-6-shearing-bending plate, a first constraint plate, a 11-second constraint plate, a 12-elastic part and a 13-clamp.
Detailed Description
As shown in fig. 1 to 10, the invention relates to a self-resetting shearing-restrained bending type damage controllable assembly type beam-column node, which comprises a prefabricated column 1, a prefabricated beam 2, a pin shaft 8, a shearing-bending plate 9 and an elastic piece 12, wherein a double-I-shaped steel cylinder 3 comprises a web plate 3-1, a flange 3-2 and a stiffening plate 3-3, the double-I-shaped steel cylinder 3 is pre-embedded in a core area of the prefabricated column 1, anchoring section steel 4 is pre-embedded at the end part of the prefabricated beam 2, and a beam end plate 5 is welded at the end part of the beam by the anchoring section steel 4; the first vertical plate 6-1 of the column double-T-shaped connecting plate is fixedly connected with the flange 3-2 of the double I-shaped steel cylinder through a bolt, the second vertical plate 7-1 of the beam T-shaped connecting plate is fixedly connected with the beam end plate 5 through a bolt, and the first lug plate 6-2 of the column double-T-shaped connecting plate is hinged with the second lug plate 7-2 of the beam T-shaped connecting plate through a pin shaft 8; the shearing-bending plate 9 is restrained between a first restraining plate 10 and a second restraining plate 11 through bolts, and two ends of the shearing-bending plate 9 are fixedly connected with a first vertical plate 6-1 and a second vertical plate 7-1 through bolts respectively; the elastic piece 12 is tensioned and fixed between the first vertical plate 6-1 and the second vertical plate 7-1 through a clamp 13.
As shown in fig. 1, 6 and 10, the first vertical plate 6-1 is a rectangular plate, and is vertically welded to the two first ear plates 6-2, the first vertical plate 6-1 is provided with a connecting bolt hole, four corners of the first vertical plate are respectively welded with C-shaped slots 6-3, the cross section of each C-shaped slot 6-3 is C-shaped, and a circular hole is formed in the middle plate of the C-shaped slot for fixing the elastic element 12.
As shown in fig. 1-4, the web 3-1 is formed by two steel plates with rectangular openings which are mutually vertically crossed and welded in a cross shape, round holes are formed in the steel plates at the unconstrained sections, and the size and the number of the round holes are determined according to the stress performance of the web 3-1 and the concrete pouring construction quality; the web 3-1 and the flange 3-2 are vertically and fixedly connected by welding, and the stiffening plate 3-3 is horizontally welded between the web 3-1 and the flange 3-2; the flange 3-2 is a rectangular steel plate provided with a connecting bolt hole, and the outer surface of the flange is coplanar with the surface of the prefabricated column 1; the stiffening plate 3-3 is a pentagonal steel plate with three right angles, wherein the three right angles are subjected to chamfering treatment, the stiffening plate 3-3 is fixedly connected with the web plate 3-1 and the flange 3-2 in a welding manner through four right-angle edges, and a steel plate of an unconstrained section is provided with a round hole; the stiffening plates 3-3 are arranged in the four corner cylinders of the web plate 3-1 at the same height, and the number of the stiffening plates 3-3 can be determined according to design requirements.
As shown in figures 1, 7 and 10, the second vertical plate 7-1 is vertically welded with the second ear plate 7-2, the second vertical plate 7-1 is provided with a connecting bolt hole, the long sides of the four corners extend outwards to form a trapezoidal angle plate 7-3, and the center of the trapezoidal angle plate 7-3 is provided with a round hole for fixing the elastic element 12.
As shown in fig. 1, 8, 9 and 10, the longitudinal section of the shearing-buckling plate 9 is groove-shaped, two rows of diamond holes are longitudinally formed in the middle straight section to form a fishbone-shaped core plate 9-1 and a double-limb sawtooth-shaped coaming plate 9-2, and the connecting section of the core plate 9-1 and the coaming plate 9-2 between the adjacent diamond holes is used as a shearing energy consumption section; vertical plates at two ends of the shearing-buckling plate 9 are respectively a core plate connecting end 9-5 and a coaming connecting end 9-6; a core plate limiting plate 9-3 is arranged on one side, close to the surrounding plate connecting end 9-6, of the core plate 9-1, the core plate limiting plate 9-3 is disconnected with the surrounding plate 9-2, and a transition section between the core plate connecting end 9-5 and the core plate 9-1 is trapezoidal and is disconnected with two limbs of the surrounding plate 9-2; bolt holes are formed in two limbs of the coaming 9-2, a coaming limiting plate 9-4 is arranged between the core plate limiting plate 9-3 and the diamond holes, and the coaming limiting plate 9-4 is disconnected with the core plate 9-1.
As shown in fig. 8, the distance between the core plate limiting plate 9-3 and the surrounding plate limiting plate 9-4 and the surrounding plate connecting end 9-6 is determined according to the maximum interlayer displacement angle of the structure under the action of a medium shock, the distance between the two limbs of the surrounding plate 9-2 and the transition section of the core plate connecting end 9-5 is determined according to the maximum interlayer displacement angle of the structure under the action of a large shock, the number and the distance of the rhombic holes are determined according to the bending rigidity and the energy consumption capacity required by the node, and enough relative movement space is reserved at the disconnection position of the core plate 9-1 and the surrounding plate 9-2 by the rhombic holes at the end part of each.
As shown in fig. 1 and 8, an oblong hole can be additionally formed in the middle of the core plate 9-1, and bolt holes are additionally formed in the center positions of the oblong holes, corresponding to the first constraint plate 10 and the second constraint plate 11, of the first constraint plate and the second constraint plate, so that the core plate 9-1 is constrained by bolts.
As shown in fig. 1 and 8, the rhombic holes of the shear-bending plate 9 are replaced by elliptical holes, circular holes, regular polygonal holes or other hole shapes which can generate shear energy consumption or bending energy consumption at the connecting section of the core plate 9-1 and the coaming plate 9-2.
Claims (8)
1. The utility model provides a from controllable assembled beam column node of shearing-restraint inflection type damage of restoring to throne, includes prefabricated post (1), prefabricated roof beam (2), round pin axle (8), shearing-inflection board (9) and elastic component (12), and two I-shaped steel section of thick bamboo (3) include web (3-1), edge of a wing (3-2) and stiffener (3-3), its characterized in that: the prefabricated column (1) is characterized in that a double-I-shaped steel cylinder (3) is embedded in a core area, the end part of the prefabricated beam (2) is embedded with an anchoring section steel (4), and the beam end plate (5) is welded at the beam end part of the anchoring section steel (4);
a first vertical plate (6-1) of the column double-T-shaped connecting plate is fixedly connected with a flange (3-2) of the double I-shaped steel cylinder through a bolt, a second vertical plate (7-1) of the beam T-shaped connecting plate is fixedly connected with a beam end plate (5) through a bolt, and a first lug plate (6-2) of the column double-T-shaped connecting plate is hinged with a second lug plate (7-2) of the beam T-shaped connecting plate through a pin shaft (8);
the shearing-bending plate (9) is constrained between the first constraint plate (10) and the second constraint plate (11) through bolts, and two ends of the shearing-bending plate (9) are fixedly connected with the first vertical plate (6-1) and the second vertical plate (7-1) through bolts respectively;
the elastic piece (12) is tensioned and fixed between the first vertical plate (6-1) and the second vertical plate (7-1) through a clamp (13).
2. The self-resetting shear-restraint buckling damage controllable fabricated beam-column node of claim 1, wherein: the first vertical plate (6-1) is a rectangular plate and is vertically welded with the two first lug plates (6-2), a connecting bolt hole is formed in the first vertical plate (6-1), C-shaped clamping grooves (6-3) are welded at four corners of the first vertical plate respectively, the cross section of each C-shaped clamping groove (6-3) is C-shaped, and a round hole is formed in the middle plate of each C-shaped clamping groove and used for fixing the elastic piece (12).
3. The self-resetting shear-restraint buckling damage controllable fabricated beam-column node of claim 1, wherein: the web plate (3-1) is formed by mutually perpendicularly intersecting and welding two steel plates with rectangular openings in a cross shape, round holes are formed in the steel plates at the unconstrained sections, and the size and the number of the round holes are determined according to the stress performance of the web plate (3-1) and the concrete pouring construction quality; the web plate (3-1) is vertically and fixedly connected with the flange (3-2) by welding, and the stiffening plate (3-3) is horizontally welded between the web plate (3-1) and the flange (3-2); the flange (3-2) is a rectangular steel plate provided with a connecting bolt hole, and the outer surface of the flange is coplanar with the surface of the prefabricated column (1); the stiffening plate (3-3) is a pentagonal steel plate with three right angles, wherein the three right angles are subjected to chamfering treatment, the stiffening plate (3-3) is fixedly connected with the web plate (3-1) and the flange (3-2) through four right-angle edges in a welding manner, and a round hole is formed in the steel plate at the unconstrained section; the stiffening plates (3-3) are arranged in the four corner cylinders of the web plate (3-1) at the same height, and the arrangement number of the stiffening plates (3-3) can be determined according to design requirements.
4. The self-resetting shear-restraint buckling damage controllable fabricated beam-column node of claim 1, wherein: the second vertical plate (7-1) is vertically welded with the second ear plate (7-2), a connecting bolt hole is formed in the second vertical plate (7-1), trapezoidal angle plates (7-3) extend outwards from the long sides of the four corners, and a round hole is formed in the center of each trapezoidal angle plate (7-3) and used for fixing the elastic piece (12).
5. The self-resetting shear-restraint buckling damage controllable fabricated beam-column node of claim 1, wherein: the longitudinal section of the shearing-buckling plate (9) is groove-shaped, two rows of rhombic holes are longitudinally formed in the middle straight section to form a fishbone-shaped core plate (9-1) and a double-limb sawtooth-shaped coaming plate (9-2), and a connecting section of the core plate (9-1) and the coaming plate (9-2) between adjacent rhombic holes is used as a shearing energy consumption section; vertical plates at two ends of the shearing-bending plate (9) are respectively a core plate connecting end (9-5) and a coaming connecting end (9-6); a core plate limiting plate (9-3) is arranged on one side, close to the surrounding plate connecting end (9-6), of the core plate (9-1), the core plate limiting plate (9-3) is disconnected with the surrounding plate (9-2), and a transition section between the core plate connecting end (9-5) and the core plate (9-1) is trapezoidal and is disconnected with two limbs of the surrounding plate (9-2); bolt holes are formed in two limbs of the coaming (9-2), a coaming limiting plate (9-4) is arranged between the core plate limiting plate (9-3) and the diamond hole, and the coaming limiting plate (9-4) is disconnected with the core plate (9-1).
6. The self-resetting shear-restraint buckling damage controllable fabricated beam-column node of claim 1, wherein: the distance between the core plate limiting plate (9-3) and the surrounding plate limiting plate (9-4) and the surrounding plate connecting end (9-6) is determined according to the maximum interlayer displacement angle of the structure under the action of a medium shock, the distance between two limbs of the surrounding plate (9-2) and the transition section of the core plate connecting end (9-5) is determined according to the maximum interlayer displacement angle of the structure under the action of a large shock, the number and the distance of the diamond holes are determined according to the bending rigidity and the energy consumption capacity required by the node, and enough relative movement space is reserved at the disconnection position of the core plate (9-1) and the surrounding plate (9-2) by the diamond holes at the end of each row.
7. The self-resetting shear-restraint buckling damage controllable fabricated beam-column node of claim 1, wherein: the middle part of the core plate (9-1) can be additionally provided with a long circular hole, meanwhile, bolt holes are additionally arranged at the positions, corresponding to the centers of the long circular holes, of the first constraint plate (10) and the second constraint plate (11), and the constraint on the core plate (9-1) is strengthened through bolts.
8. The self-resetting shear-restraint buckling damage controllable fabricated beam-column node of claim 1, wherein: the rhombic holes of the shearing-bending plate (9) are replaced by elliptical holes, or round holes, or regular polygonal holes, or other hole shapes which can enable the connecting section of the core plate (9-1) and the coaming plate (9-2) to generate shearing energy consumption or bending shearing energy consumption.
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| CN202011512097.6A CN112538898B (en) | 2020-12-19 | 2020-12-19 | Self-resetting shearing-constraint buckling damage controllable assembly type beam-column joint |
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| CN113700363A (en) * | 2021-08-01 | 2021-11-26 | 北京工业大学 | Assembled easy-to-reset rotating energy consumption node |
| CN113700362A (en) * | 2021-08-01 | 2021-11-26 | 北京工业大学 | Assembly type easy-reset rotation energy consumption node based on SMA |
| CN113882590A (en) * | 2021-09-27 | 2022-01-04 | 深圳市市政工程总公司 | Prefabricated post and prefabricated beam full-assembly type rigid connection structure |
| CN114086807A (en) * | 2021-11-26 | 2022-02-25 | 福建工程学院 | Assembled concrete frame structure system with replaceable beam column connecting nodes |
| CN114718206A (en) * | 2022-03-15 | 2022-07-08 | 大连交通大学 | Self-resetting beam column node with replaceable energy consumption device |
| CN114790847A (en) * | 2022-04-21 | 2022-07-26 | 东南大学 | Rotary type variable friction self-resetting node |
| CN114909011A (en) * | 2022-05-11 | 2022-08-16 | 重庆大学 | Floor damage-free replaceable assembled beam column node |
| CN115405023A (en) * | 2022-10-09 | 2022-11-29 | 兰州理工大学 | Assembly type self-resetting controllable hinge energy dissipation wall and assembly method thereof |
| CN115949149A (en) * | 2022-12-12 | 2023-04-11 | 哈尔滨工业大学 | Disc spring-SMA rod combined bending-resistant energy-consuming self-resetting steel beam column node for pin joint center support |
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| CN115949149A (en) * | 2022-12-12 | 2023-04-11 | 哈尔滨工业大学 | Disc spring-SMA rod combined bending-resistant energy-consuming self-resetting steel beam column node for pin joint center support |
| CN115949149B (en) * | 2022-12-12 | 2023-07-25 | 哈尔滨工业大学 | Disc spring-SMA rod combined bending-resistant energy-consumption self-resetting steel beam column node with pin joint center support |
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