CN108691358B - Combined anchor plate, buckling restrained brace connecting node and installation method thereof - Google Patents
Combined anchor plate, buckling restrained brace connecting node and installation method thereof Download PDFInfo
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- CN108691358B CN108691358B CN201810666503.0A CN201810666503A CN108691358B CN 108691358 B CN108691358 B CN 108691358B CN 201810666503 A CN201810666503 A CN 201810666503A CN 108691358 B CN108691358 B CN 108691358B
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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
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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
- E04B1/18—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
- E04B1/22—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 with parts being prestressed
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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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- Joining Of Building Structures In Genera (AREA)
Abstract
The invention provides a combined anchor plate and buckling restrained brace connecting node, and relates to the technical field of civil building structures. The combined anchor plate comprises a first side plate, a second side plate, a sleeve and a high-strength bolt; through holes are formed in the corresponding positions of the first side plate and the second side plate; the high-strength bolt sequentially penetrates through the through hole on the first side plate, the sleeve and the through hole on the second side plate. The buckling restrained brace connection node comprises two node plates and three combined anchor plates. The combined anchor plate and buckling restrained brace connecting node solves the problems of insufficient connection strength of anchor bars and plug welds thereof, excessive arrangement quantity of the anchor bars, bending of the anchor plate, insufficient tension rigidity of anchor bar connection and the like due to the adoption of the combined structure of the high-strength bolts and the sleeves. On the basis, the invention also provides an installation method of the buckling restrained brace connecting node.
Description
Technical Field
The invention relates to the technical field of civil building structures, in particular to a combined anchor plate, an anti-buckling support connecting node and an installation method thereof.
Background
The buckling restrained brace is a novel lateral force resistant and metal energy dissipation damping member which is raised at home and abroad in more than ten years, can provide elastic lateral rigidity for a structure under small earthquake, is used as a fuse member of the structure under medium and large earthquake to realize full-section yielding dissipation of seismic energy, has the advantages of clear mechanical concept, convenience for engineer design, symmetrical, full and stable hysteresis performance and the like, and is widely applied to damping designs of new and existing building civil structures in China. At present, the house construction in China mainly adopts a reinforced concrete structure, and meanwhile, the buckling restrained brace can yield and consume energy under the action of tensile pressure, and has larger bearing capacity, so that a node form capable of ensuring effective work and force transmission of the buckling restrained brace in the reinforced concrete frame is needed.
In the existing joint connection technology, the buckling restrained brace is firstly in threaded connection or welding with the joint plates, the joint plates are then welded with the anchor plates positioned on the outer surfaces of the concrete beam columns, and the anchor plates are then connected with the reinforced concrete beam columns through embedded parts (such as anchor bars or steel plates). Such conventional connection methods have the following problems:
1. The plug welding connection strength between the anchor bar and the anchor plate is insufficient
In order to facilitate construction, the anchor bar is generally connected with the bottom anchor plate in a factory through a welding seam to form an anchor plate prefabricated member with the anchor bar, the anchor bar is directly inserted between beam column stirrups after the anchor bar is transported to a construction site, and finally, the top anchor plate and the anchor bar are connected through plug welding (namely, the anchor bar is inserted into a round hole of the top anchor plate for welding). Because of the on-site plug welding connection, the quality of the welding seam is poor, the connection strength is lower than the strength of the anchor bar parent metal, weak links are often formed, and the anchor bar plug welding seam is easy to fail under the action of supporting tension.
2. The number of the anchor bars is too large and the number of the effective anchor bars is insufficient
Because the bearing capacity of the anchor bar plug welding connection is low, the number of the anchor bars is often required to be increased to meet the tension transmission requirement of the buckling restrained brace. However, since the longitudinal bars and stirrups inside the concrete structure are densely arranged, the phenomenon that the distribution length of the anchor bars and the anchor plates exceeds the length of the gusset plates is easy to occur. When the supporting shaft force is larger, the phenomenon is more prominent, and on the contrary, the anchor plate and the anchor bars positioned outside the node plate cannot effectively transmit supporting tension to cause the failure of force transmission, and finally the anchor bars are damaged in the length range of the node plate due to insufficient quantity of the anchor bars for effectively transmitting force.
3. Insufficient tension rigidity of the connection of the anchor bars
Because of insufficient bearing capacity of the anchor bars, in order to increase the number of the effective anchor bars in the area of the gusset plate, the anchor bars are generally required to be symmetrically arranged on two sides of the gusset plate. However, because the thickness of the anchor plate is thinner and the anchor plate and the concrete beam column surface are in simple contact relation, no pre-compression exists between the anchor plate and the concrete beam column surface, the phenomena of bending of the anchor plate and elongation deformation of the anchor bar are easy to occur when the support bears tension force, and the tension rigidity of the buckling restrained brace is reduced.
4. The problem of insufficient bearing capacity of the beam end
Because the tensile property of concrete is poor, in order to avoid the adverse effect of supporting horizontal tension on the beam, the upper and lower buckling restrained braces generally require a staggered arrangement mode (namely opposite arrangement directions), and the horizontal tension pressure of the adjacent two buckling restrained braces is self-balanced to avoid the tensile effect on the beam. However, at the same time, two adjacent layers of buckling restrained braces are necessarily intersected with the same beam column node, and because the two adjacent layers of buckling restrained braces respectively generate tension and pressure, vertical shearing forces generated on beam ends can be mutually overlapped, local shearing damage of concrete beams is easily caused, and the buckling restrained braces are connected to fail.
5. Rigid domain and opening and closing effect problem between gusset plate and beam column
Because the gusset plate is connected with the anchor plate on the surface of the beam column through the welding seam, and the anchor plate is connected with the concrete beam column into a whole through the anchor bar, a stronger rigidity domain is formed in the beam-column-gusset plate area, so that the bending calculation length of the beam column is shortened, and the beam column is easy to shear and damage. In addition, because the beam column can generate bending deformation in an earthquake, and weld joint constraint exists between the gusset plate and the beam column, additional opening and closing acting force can be generated at the interface of the gusset plate and the anchor plate when the beam column generates bending deformation, and the additional force is not considered in the design of the gusset connection, so that the gusset plate has weld joint failure.
Disclosure of Invention
The invention aims to provide a combined anchor plate, an anti-buckling support connecting node and an installation method thereof, which are used for solving the problems of low connecting bearing capacity, a large number of anchor bars, reduced tensile rigidity and the like of the anti-buckling support-reinforced concrete frame connecting node in the prior art.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
The invention provides a combined anchor plate which comprises a first side plate, a second side plate, a sleeve and a high-strength bolt, wherein the first side plate is fixedly connected with the sleeve; through holes are formed in the corresponding positions of the first side plate and the second side plate; the high-strength bolt sequentially penetrates through the through hole in the first side plate, the sleeve and the through hole in the second side plate.
On the basis of the technical scheme, the novel anti-shear device further comprises a shear pin; the shear studs are respectively arranged on one side of the first side plate corresponding to the second side plate, and one side of the second side plate corresponding to the first side plate. The technical effect of this technical scheme lies in: the shear stud can strengthen the vertical shearing force of the combined anchor plate and the supporting column and the transverse shearing force of the combined anchor plate and the horizontal beam, so that the maximum lifting of the shear bearing capacity of the beam end is realized. The shear studs are uniformly arranged on the first side plate and the second side plate in the middle and are welded and fixed with the two side plates.
The invention also provides a buckling restrained brace connecting node, which comprises two node plates and three combined anchor plates; the first combined anchor plate is arranged at the lower edge of the position where the support column is connected with the horizontal beam, and the high-strength bolt of the first combined anchor plate penetrates through the support column from left to right; the second combined anchor plate is arranged at one end of the horizontal beam connecting support column, and the high-strength bolt of the second combined anchor plate penetrates through the horizontal beam up and down; the third combined anchor plate is arranged at the upper edge of the position where the support column is connected with the horizontal beam, and the high-strength bolt of the third combined anchor plate penetrates through the support column from left to right; the first node plate is positioned at the included angle between the first combined anchor plate and the second combined anchor plate; the second node plate is positioned at the included angle of the second combined anchor plate and the third combined anchor plate.
On the basis of the technical scheme, further, the edge of the first combined anchor plate is welded to the edge of the second combined anchor plate, and the edge of the second combined anchor plate is welded to the edge of the third combined anchor plate. The technical effect of this technical scheme lies in: the beam end combined anchor plate and the column section combined anchor plate are connected and fixed through welding, mechanical properties of the beam end combined anchor plate and the column section combined anchor plate are improved, welding relation and high-strength bolt combined effect are achieved, and the shear bearing capacity of the beam end is enhanced.
On the basis of the technical scheme, the node plate comprises a central plate, two rib plates, a sliding end plate and a backing plate; the sliding end plate is welded and fixed on the central plate, and the backing plate is positioned on one side of the sliding end plate; the high-strength bolts extend out of the sleeve, penetrate through the first side plate or the second side plate and then sequentially penetrate through the sliding end plate and the backing plate. The technical effect of this technical scheme lies in: the setting of end plate and backing plate that slides makes through the bolt-up that excels in between node board whole and the anchor slab, and non-traditional welded fastening, and changes traditional "anchor bar is drawn, the node force transmission mode of anchor slab bending" into "the novel force transmission mode of high strength bolt is drawn, end plate and first curb plate or second curb plate extrusion that slides", improved the bearing capacity and the rigidity of connection greatly.
On the basis of the technical scheme, the adhesive-free coating further comprises an adhesive-free layer; the non-adhesive layer is positioned between the sliding end plate and the backing plate; and/or the non-adhesive layer is positioned between the first side plate or the second side plate and the sliding end plate. The technical effect of this technical scheme lies in: because the bonding layer-free layer has the characteristics of small friction force, small thickness and basically no concave deformation under larger pretightening force, pretightening force can be kept among the combined anchor plate, the sliding end plate and the backing plate, and basically no friction force is generated among the combined anchor plate, the tangential constraint between the beam column and the node plate is released, the formation of an excessively strong rigid domain in the beam-column-node plate area is avoided, the bending calculation length of the beam column is prolonged, additional opening and closing acting force is not generated at the interface where the node plate is connected with the combined anchor plate when the beam column generates bending deformation, and the stress performance of the node plate is improved.
On the basis of the technical scheme, further, the non-adhesive layer is made of butyl rubber. The technical effect of this technical scheme lies in: the meaning of the non-adhesive layer is that after the workpieces on the two sides are subjected to prestress loading, the non-adhesive layer is free from adhesion and difficult to recover deformation, and the workpieces on the two sides can still slide relatively freely. Because butyl rubber has excellent air tightness and water tightness, the butyl rubber basically does not generate concave deformation under a larger pretightening force. Meanwhile, the material still has the advantage of small friction coefficient of other rubbers, and can be preferably manufactured without an adhesive layer. Preferably, the non-adhesive layer should be made as a butyl rubber tape of 1mm thickness, with one side being self-adhesive and the other side being non-adhesive.
The invention also provides an installation method of the buckling restrained brace connecting node, which comprises the following steps:
step one: respectively embedding three combined anchor plates into the lower edge of the position where the support column is connected with the horizontal beam, one end of the horizontal beam connected with the support column and the upper edge of the position where the support column is connected with the horizontal beam;
step two: and two node plates are respectively arranged at the included angle of the first combined anchor plate and the second combined anchor plate and the included angle of the second combined anchor plate and the third combined anchor plate by utilizing high-strength bolts.
On the basis of the technical scheme, the sleeve is welded on the first side plate before the first step, is placed into a horizontal beam or support column structure, and is welded and fixed with the second side plate after concrete is poured. The technical effect of this technical scheme lies in: the sleeve and the first side plate (or the second side plate) are welded into prefabricated parts in a factory, the prefabricated parts are inserted and fixed in a concrete horizontal beam or a support column in a construction site, and then are welded and fixed with the second side plate (or the first side plate) and then cast in situ. The method realizes on-site full-assembly construction, and has high construction speed and high connection bearing capacity.
On the basis of the technical scheme, in the first step, the first side plate and the second side plate are both positioned in the outline of the horizontal beam or the supporting column, and the first side plate and the second side plate are flush with the outer surface of the horizontal beam or the supporting column. The technical effect of this technical scheme lies in: the first side plate and the second side plate are arranged in the outline of the horizontal beam or the supporting column, so that the combination degree and the bearing capacity after coagulation are ensured, and the construction of the subsequent node plates is also facilitated.
The invention has the following beneficial effects:
1. The combined anchor plate and buckling restrained brace connecting node adopts the combined structure of the high-strength bolts and the sleeves, and converts the traditional supporting force transmission mode of 'the anchor bar is pulled and the anchor plate is bent' into a force transmission mode of 'the high-strength bolts are pulled and the sliding end plates are extruded with the side plates', so that the problems of insufficient connection strength of the anchor bar and the plug weld joints thereof, excessive arrangement quantity of the anchor bar, bending of the anchor plate, insufficient tensile rigidity of the anchor bar connection and the like are solved.
2. The method for installing the buckling restrained brace connecting node is suitable for installing the energy dissipation and shock absorption structure which adopts the combined anchor plate and the buckling restrained brace connecting node to realize the connection of the buckling restrained brace, the node plate and the horizontal beam (or the supporting column), and the advantages of bearing, effective force transmission and support yield energy consumption of the combined anchor plate and the buckling restrained brace connecting node are furthest exerted.
Additional features and advantages of the invention will be set forth in the description which follows, or may be learned by practice of the invention.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are used in the description of the embodiments will be briefly described below. It will be apparent to those of ordinary skill in the art that the drawings in the following description are of some embodiments of the invention and that other drawings may be derived from these drawings without undue effort.
FIG. 1 is a schematic view of a modular anchor plate according to an embodiment of the present invention;
fig. 2 is a schematic structural diagram of a combined anchor plate according to an embodiment of the present invention after being implanted into a support column;
FIG. 3 is a schematic structural view of a buckling restrained brace connection node according to an embodiment of the present invention;
FIG. 4 is a schematic structural view of a gusset plate in a buckling restrained brace connection node according to an embodiment of the present invention;
FIG. 5 is a schematic view of another structure of a gusset plate in a buckling restrained brace connection node according to an embodiment of the present invention;
Fig. 6 is a flowchart of an installation method of an anti-buckling support connection node according to an embodiment of the present invention.
Icon: 1-a first side plate; 2-a second side plate; 3-sleeve; 4-high-strength bolts; 5-shear studs; 6-supporting columns; 7-horizontal beams; 8-a central panel; 9-rib plates; 10-slipping end plates; 11-backing plate; 12-no adhesive layer.
Detailed Description
The following description of the embodiments of the present invention will be made apparent and fully in view of the accompanying drawings, in which some, but not all embodiments of the invention are shown. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be noted that the directions or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be either fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
Description of the prior art:
in the prior art, buckling restrained braces are first screwed or welded with gusset plates, the gusset plates are then welded with anchor plates located on the outer surfaces of the concrete beam columns, and the anchor plates are then connected with the reinforced concrete beam columns through embedded parts (such as anchor bars or steel plates). The traditional connection mode has the problems of low connection bearing capacity, large number of anchor bars, reduced tensile rigidity and the like.
Summary of the technical scheme of the invention:
The combined anchor plate provided by the embodiment comprises a first side plate 1, a second side plate 2, a sleeve 3 and a high-strength bolt 4. Wherein, all be provided with the through-hole on the corresponding position of first curb plate 1 and second curb plate 2, high strength bolt 4 runs through the through-hole on first curb plate 1, sleeve 3 and the through-hole on the second curb plate 2 in proper order.
According to the technical scheme of the combined anchor plate, the traditional supporting force transmission mode of 'the anchor bars are pulled and the anchor plate is bent' is changed into a force transmission mode of 'the high-strength bolts 4 are pulled and the sliding end plates 10 are extruded with the side plates', so that the problems of insufficient connection strength of the anchor bars and the plug weld seams, excessive arrangement quantity of the anchor bars, the anchor plate is bent, the tensile rigidity of the anchor bar connection is insufficient and the like are solved.
The technical solution of the present invention is further explained below with reference to specific embodiments in view of the technical problems of the prior art solutions described above:
The embodiment provides a modular anchor plate, wherein: FIG. 1 is a schematic view of a modular anchor plate according to an embodiment of the present invention; fig. 2 is a schematic structural diagram of the assembled anchor plate according to the embodiment of the present invention after being implanted into the support column 6. As shown in fig. 1 and 2, the modular anchor plate comprises a first side plate 1, a second side plate 2, a sleeve 3 and a high-strength bolt 4. Wherein, all be provided with the through-hole on the corresponding position of first curb plate 1 and second curb plate 2, high strength bolt 4 runs through the through-hole on first curb plate 1, sleeve 3 and the through-hole on the second curb plate 2 in proper order.
On the basis of the technical proposal, as shown in figures 1 and 2, the utility model further comprises a shear pin 5; the shear studs 5 are respectively arranged on one side of the first side plate 1 corresponding to the second side plate 2 and one side of the second side plate 2 corresponding to the first side plate 1. In the combined anchor plate with the structure, the shearing resistant studs 5 can strengthen the vertical shearing force of the combined anchor plate and the supporting columns 6 and the transverse shearing force of the combined anchor plate and the horizontal beams 7, so that the maximum lifting of Liang Zhuduan shearing resistant bearing capacity is realized. The shear studs 5 are uniformly arranged on the first side plate 1 and the second side plate 2 in a centering manner and are welded and fixed with the two side plates.
The invention also provides a buckling restrained brace connection node, wherein: FIG. 3 is a schematic structural view of a buckling restrained brace connection node according to an embodiment of the present invention; FIG. 4 is a schematic structural view of a gusset plate in a buckling restrained brace connection node according to an embodiment of the present invention; fig. 5 is a schematic view of another structure of a gusset plate in a buckling restrained brace connection node according to an embodiment of the present invention. As shown in fig. 3, 4 and 5, the buckling restrained brace connection node comprises two node plates and three combined anchor plates. Specifically, the first combined anchor plate is arranged at the lower edge of the position where the support column 6 is connected with the horizontal beam 7, and the high-strength bolt 4 of the first combined anchor plate penetrates through the support column 6 from left to right; the second combined anchor plate is arranged at one end of the horizontal beam 7 connected with the supporting column 6, and the high-strength bolt 4 of the second combined anchor plate penetrates through the horizontal beam 7 up and down; the third combined anchor plate is arranged on the upper edge of the position where the support column 6 is connected with the horizontal beam 7, and the high-strength bolt 4 of the third combined anchor plate penetrates through the support column 6 from left to right; the first node plate is positioned at the included angle between the first combined anchor plate and the second combined anchor plate; the second gusset plate is positioned at the included angle of the second modular anchor plate and the third modular anchor plate.
On the basis of the above technical solution, as shown in fig. 3, further, the edge of the first composite anchor plate is welded to the edge of the second composite anchor plate, and the edge of the second composite anchor plate is welded to the edge of the third composite anchor plate. The buckling restrained brace connected node of this structure realizes the connection of a combination anchor plate of beam end and two combination anchor plates of post section through the welding and fixes to improved its mechanical properties, made welded relation and high strength bolt 4 combined action, strengthened Liang Zhuduan shear bearing capacity.
On the basis of the technical proposal, as shown in fig. 3, 4 and 5, the node plate further comprises a central plate 8, two rib plates 9, a sliding end plate 10 and a backing plate 11; a sliding end plate 10 is welded and fixed on the central plate 8, and a backing plate 11 is positioned on one side of the sliding end plate 10; the high-strength bolts 4 extend out of the sleeve 3, penetrate through the first side plate 1 or the second side plate 2, and then sequentially penetrate through the sliding end plate 10 and the backing plate 11. In the buckling restrained brace connected node of the structure, the arrangement of the sliding end plate 10 and the backing plate 11 ensures that the whole node plate and the anchor plate are fastened through the high-strength bolts 4 instead of the traditional welding fixation, and the traditional mode of the joint force transmission of the tension of the anchor bar and the bending of the anchor plate is changed into the novel mode of the force transmission of the tension of the high-strength bolts 4 and the extrusion of the sliding end plate 10 and the side plate, so that the bearing capacity and the rigidity of the connection are greatly improved.
On the basis of the technical proposal, as shown in fig. 4 and 5, the adhesive-free layer 12 is further included; an adhesive-free layer 12 is positioned between the sliding end plate 10 and the backing plate 11; and/or the non-adhesive layer 12 is located between the first side plate 1 or the second side plate 2 and the slip end plate 10. In the buckling restrained brace connection node of the structure, as the non-adhesive layer 12 has the characteristics of small friction force, small thickness and basically no concave deformation under larger pretightening force, pretightening force can be kept among the combined anchor plate, the sliding end plate 10 and the backing plate 11, friction force between contact surfaces of the combined anchor plate, the sliding end plate 10 and the backing plate 11 is effectively released, and the buckling restrained brace has the effects of high connection bearing capacity, high connection rigidity and deformation restraint release. Specifically, the non-adhesive layer 12 may be made in a complete flat plate shape corresponding to a complete slip end plate 10; a plurality of adhesive-free layers 12 having a small area may be provided, corresponding to any one of the high-strength bolts 4.
On the basis of the above technical solution, as shown in fig. 4 and 5, further, the non-adhesive layer 12 is made of butyl rubber. In the buckling restrained brace connection node of the structure, the meaning of the non-adhesive layer 12 is that after the workpieces on two sides are subjected to prestress loading, the non-adhesive layer 12 is free from adhesion and difficult-to-recover deformation, and the workpieces on two sides can still slide relatively freely. Because butyl rubber has excellent air tightness and water tightness, the butyl rubber basically does not generate concave deformation under a larger pretightening force. At the same time, the material still has the advantage of small friction coefficient of other rubber, and the adhesive layer 12 can be preferably manufactured. Preferably, the non-adhesive layer 12 should be made as a 1mm thick butyl tape with one side being self-adhesive and the other side being non-adhesive.
The invention further provides a method for installing the buckling restrained brace connecting node, and fig. 6 is a flow chart of the method for installing the buckling restrained brace connecting node. The method for installing the buckling restrained brace connection node comprises the following steps:
Step one: and respectively embedding three combined anchor plates into the lower edge of the position, connected with the horizontal beam 7, of the support column 6, connecting one end of the horizontal beam 7 with the support column 6 and the upper edge of the position, connected with the horizontal beam 7, of the support column 6.
Step two: and two node plates are respectively arranged at the included angle of the first combined anchor plate and the second combined anchor plate and the included angle of the second combined anchor plate and the third combined anchor plate by utilizing the high-strength bolts 4.
On the basis of the above technical solution, as shown in fig. 6, further, before the first step, the sleeve 3 is welded on the first side plate 1, put into the horizontal beam 7 or the support column 6 structure, and after pouring concrete, the sleeve 3 is welded and fixed with the second side plate 2. In this step, the sleeve 3 and the first side plate 1 (or the second side plate 2) are welded to form a prefabricated member in a factory, and the prefabricated member is inserted and fixed in the concrete horizontal beam 7 or the support column 6 at a construction site, and then welded and fixed with the second side plate 2 (or the first side plate 1) and then cast in place. The method realizes on-site full-assembly construction, and has high construction speed and high connection bearing capacity.
On the basis of the above technical solution, as shown in fig. 6, further, in the step one, the first side plate 1 and the second side plate 2 are both located within the outline of the horizontal beam 7 or the support column 6, and the first side plate 1 and the second side plate 2 are flush with the outer surface of the horizontal beam 7 or the support column 6. In this step, the first side plate 1 and the second side plate 2 are built in the outline of the horizontal beam 7 or the supporting column 6, so that the combination degree and the bearing capacity after coagulation are ensured, and the construction of the subsequent node plates is also facilitated.
In summary, the technical scheme of the invention has at least the following advantages:
(1) High-strength bolt 4 is high in connection bearing capacity
The traditional mode of the tension force transmission of the anchor bars in the concrete is changed into a tension force transmission mode of the high-strength bolts 4, and the problems of insufficient connection strength of the anchor bars and the plug weld joints thereof and excessive arrangement quantity of the anchor bars are solved because the strength and the bearing capacity of the high-strength bolts 4 are far higher than those of the anchor bars and the plug weld joints thereof (3-4 times higher).
(2) Tensile rigidity of embedded part connection is increased
Because the high-strength bolts 4 are finally anchored on the sliding end plate 10 and the backing plate 11 (with large thickness) instead of the first side plate 1 and the second side plate 2 (with small thickness), the problem of bending of the combined anchor plate cannot be caused under the action of supporting tension, the bending deformation of the plate is reduced through the thicker sliding end plate 10, meanwhile, the tight contact between the sliding end plate 10 and the combined anchor plate is kept through the pretightening force of the high-strength bolts 4, the tensile rigidity of the support is obviously increased, and the problem of insufficient supporting tensile rigidity caused by the connection of the traditional anchor bar and the anchor plate is solved.
(3) The shear bearing capacity of the beam end is increased
The traditional connection mode only transmits supporting force to the concrete beam column through the anchor bars, but the beam side anchor plates and the column side anchor plates are respectively separated components, so that the vertical shearing force generated by the support to the beam end can only be resisted through the shearing bearing force of the beam end. According to the technical scheme, the adjacent combined anchor plates are welded with each other, and the shear studs 5 are welded on all the first side plates 1 and the second side plates 2, so that a part of beam end shearing force can be transferred to the column to bear (force is transferred through welding seams between the horizontal side plates and the vertical side plates and the shear studs 5 on the column side), and the shear effect of the beam end is reduced. In addition, the technical scheme of the invention adopts the high-strength bolts 4 to replace the traditional anchor bar connection, and because the high-strength bolts 4 need to apply larger pretightening force, the pre-pressing clamping effect can be generated on the concrete at the beam end, thereby effectively limiting the development of the tension cracks caused by the vertical shearing force generated by the support at the beam end and further improving the shearing bearing capacity of the beam end.
(4) Increase the calculated length of the beam column
Unlike the conventional welded joint between the gusset plates and the anchor plates, the non-adhesive layer 12 is arranged between the combined anchor plate and the sliding end plate 10 to release tangential constraint between the plates, and the connection interface deformation constraint relation caused by beam-column bending can be released, so that a rigid domain is not formed between the beam-column-gusset plates any more and an opening and closing acting force is not generated any more, the bending calculation length of the beam-column member is increased, the shearing damage of the beam column is avoided, and the problems of rigid domain effect and opening and closing effect of the reinforced concrete frame support node are solved.
(5) Releasing the opening and closing effect, the joint force transmission is more definite
Because only normal constraint exists between the node plate and the beam column and tangential constraint does not exist, the effect that only normal force is transmitted to the surface of the node plate and the reinforced concrete beam column but tangential force is not transmitted is achieved, the force transmission path is more clear, the force-bearing mechanical model is clearer, and the engineering design and calculation are more convenient.
(6) Quick assembly for site construction
In terms of the construction method, the sleeve 3 and the first side plate 1 (or the second side plate 2) can be welded into prefabricated parts in a factory, the prefabricated parts are inserted and fixed with the second side plate 2 (or the first side plate 1) in a construction site, then the prefabricated parts are cast in situ with concrete beams and columns, and finally the node plates and the beams and columns are connected through the high-strength bolts 4, so that the on-site full-assembly construction is realized, the construction speed is high, and the connection bearing capacity is high.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and not for limiting the same; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit of the invention.
Claims (6)
1. The buckling restrained brace connecting node is characterized by comprising two node plates and three combined anchor plates;
The combined anchor plate comprises a first side plate, a second side plate, a sleeve and a high-strength bolt;
Through holes are formed in the corresponding positions of the first side plate and the second side plate; the high-strength bolt sequentially penetrates through the through hole in the first side plate, the sleeve and the through hole in the second side plate;
the utility model also comprises a shear pin; the shear studs are respectively arranged on one side of the first side plate corresponding to the second side plate and one side of the second side plate corresponding to the first side plate;
The first combined anchor plate is arranged at the lower edge of the position where the support column is connected with the horizontal beam, and the high-strength bolt of the first combined anchor plate penetrates through the support column from left to right;
The second combined anchor plate is arranged at one end of the horizontal beam connecting support column, and the high-strength bolt of the second combined anchor plate penetrates through the horizontal beam up and down;
The third combined anchor plate is arranged at the upper edge of the position where the support column is connected with the horizontal beam, and the high-strength bolt of the third combined anchor plate penetrates through the support column from left to right;
The first node plate is positioned at the included angle between the first combined anchor plate and the second combined anchor plate;
The second node plate is positioned at the included angle of the second combined anchor plate and the third combined anchor plate;
the edge of the first combined anchor plate is welded to the edge of the second combined anchor plate, and the edge of the second combined anchor plate is welded to the edge of the third combined anchor plate;
the node plate comprises a central plate and two rib plates, and is characterized by further comprising a sliding end plate and a backing plate;
The sliding end plate is welded and fixed on the central plate, and the backing plate is positioned on one side of the sliding end plate; the high-strength bolts extend out of the sleeve, penetrate through the first side plate or the second side plate and then sequentially penetrate through the sliding end plate and the backing plate.
2. The buckling restrained brace connection node of claim 1, further comprising an unbonded layer;
the non-adhesive layer is positioned between the sliding end plate and the backing plate;
And/or the number of the groups of groups,
The non-adhesive layer is located between the first side plate or the second side plate and the sliding end plate.
3. The buckling restrained brace connection node of claim 2 wherein the non-adhesive layer is made of butyl rubber and is 1mm thick with one side being self-adhesive and the other side being non-adhesive.
4. A method of installing an anti-buckling support connection node according to any one of claims 1 to 3, comprising the steps of:
step one: respectively embedding three combined anchor plates into the lower edge of the position where the support column is connected with the horizontal beam, one end of the horizontal beam connected with the support column and the upper edge of the position where the support column is connected with the horizontal beam;
step two: and two node plates are respectively arranged at the included angle of the first combined anchor plate and the second combined anchor plate and the included angle of the second combined anchor plate and the third combined anchor plate by utilizing high-strength bolts.
5. The method of installing an anti-buckling support connection node according to claim 4, wherein the sleeve is welded to the first side plate before the first step, the sleeve is placed into a horizontal beam or support column structure, and the sleeve is welded and fixed to the second side plate after the concrete is poured.
6. The method of installing an anti-buckling support connection node according to claim 4, wherein in step one, the first side plate and the second side plate are both positioned within the contour of the horizontal beam or support column, and the first side plate and the second side plate are flush with the outer surface of the horizontal beam or support column.
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| CN201810666503.0A CN108691358B (en) | 2018-06-26 | 2018-06-26 | Combined anchor plate, buckling restrained brace connecting node and installation method thereof |
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| CN201810666503.0A CN108691358B (en) | 2018-06-26 | 2018-06-26 | Combined anchor plate, buckling restrained brace connecting node and installation method thereof |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110273469A (en) * | 2019-07-17 | 2019-09-24 | 金点石(北京)建筑设计咨询服务有限责任公司 | Column beam connecting node, building frame construction and building body |
| CN110468987A (en) * | 2019-08-08 | 2019-11-19 | 重庆大学 | A kind of novel anti-buckling replaceable connecting node of support-RC frame |
| CN111441472B (en) * | 2020-04-24 | 2024-11-15 | 华南理工大学 | Sliding steel plate embedded part connecting node for buckling restrained brace concrete frame |
| CN111910948B (en) * | 2020-08-21 | 2024-11-19 | 同济大学建筑设计研究院(集团)有限公司 | A shear-resistant reinforcement structure and installation method thereof |
| CN118385892B (en) * | 2024-05-20 | 2025-01-24 | 重庆交通大学 | Method for preparing a small-scale model of a buckling control support device with a rotationally symmetric cross section |
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| CN105155571A (en) * | 2015-08-20 | 2015-12-16 | 江苏金海新能源科技有限公司 | Replaceable prestressed anchor bolt device and mounting and replacement construction method thereof |
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