CN107355002B - Steel beam column unilateral connection node capable of being repaired after earthquake and steel structure building - Google Patents
Steel beam column unilateral connection node capable of being repaired after earthquake and steel structure building Download PDFInfo
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- CN107355002B CN107355002B CN201710748962.9A CN201710748962A CN107355002B CN 107355002 B CN107355002 B CN 107355002B CN 201710748962 A CN201710748962 A CN 201710748962A CN 107355002 B CN107355002 B CN 107355002B
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- plate
- column
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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
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting 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
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2406—Connection nodes
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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
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2415—Brackets, gussets, joining plates
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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
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2418—Details of bolting
Abstract
The invention discloses a single-side connection node of a post-earthquake repairable steel beam column and a steel structure building, and belongs to the field of building steel structures. The single-side connecting joint of the post-earthquake repairable steel beam column comprises a steel beam and a steel column, wherein a web connecting piece and a flange connecting piece are arranged at the joint of the steel beam and the steel column, the web connecting piece is simultaneously connected with a web of the steel beam and a flange of the steel column, the flange connecting piece is simultaneously connected with a lower flange of the steel beam and a flange of the steel column, and the middle part of the flange connecting piece is a weakening area. The invention has convenient installation and excellent anti-seismic performance, and can obviously improve the ductility and the energy consumption capacity of the steel frame structure; the position of a plastic hinge formed by the rotation of the node is controllable; the steel beam and the steel column are not damaged after an earthquake, and the web plate connecting piece and the flange connecting piece can be quickly replaced and repaired on the premise of not damaging the original structure (such as a floor slab).
Description
Technical Field
The invention relates to the field of building steel structures, in particular to a steel beam column unilateral connection node capable of being repaired after earthquake and a steel structure building.
Background
The most common beam-column connection node in steel structure homes is a bolt-welded hybrid connection node. The steel beam flange and the steel column flange are connected by full penetration weld joints, and the steel beam web is connected with a shear plate welded on the steel column flange by friction type high-strength bolts. Although this node is widely adopted, there are the following drawbacks: the field construction welding seam exists, the construction procedures are more, and the welding quality is difficult to control; the welding part has serious stress concentration, and the welding line is easy to crack under the earthquake load. These deficiencies greatly reduce the ductility and energy consumption of the node, and the shock resistance is poor. If the bolt-welding hybrid connection node cracks in the connection welding seam of the upper flange and the steel column under the earthquake load, a cutting tool is needed to cut the floor slab near the node, then the upper flange connection welding seam is subjected to repair welding, and finally the cut floor slab is poured again.
The full bolt connection node is to connect the upper flange and the lower flange of the steel beam with the steel column by a connecting piece (T-shaped core plate). The node is characterized in that welding is not needed on site, and high-strength bolts are used for connection. Compared with other nodes, the full-bolt connecting node is rapid to assemble, and meets the requirement of building industrialization. However, if the upper flange connector of the full-bolt connection node yields or breaks under the earthquake load, the floor near the node is cut off, the bolts of the upper flange connector are loosened, the upper flange connector is replaced, and finally the cut floor is poured again. And the number of high-strength bolts required by the full bolt connection node is large, and the assembly cost is high.
The post-earthquake repair of the bolt-welding hybrid connection node and the full-bolt connection node is extremely complicated, and secondary damage is caused to an originally fragile structure after a major earthquake.
Disclosure of Invention
The invention aims to solve the technical problem of providing a single-side connection node of a post-earthquake repairable steel beam column and a steel structure building, which are convenient to install and excellent in earthquake resistance, and can obviously improve the ductility and energy consumption capacity of a steel frame structure; the position of a plastic hinge formed by the rotation of the node is controllable; the steel beam and the steel column are not damaged after an earthquake, and the web plate connecting piece and the flange connecting piece can be quickly replaced and repaired on the premise of not damaging the original structure (such as a floor slab).
In order to solve the technical problems, the invention provides the following technical scheme:
the utility model provides a but after shake repair type steel beam column unilateral junction, includes girder steel and steel column, girder steel and steel column's junction is provided with web connecting piece and edge of a wing connecting piece, the web connecting piece simultaneously with the web of girder steel with the edge of a wing of steel column is connected, the edge of a wing connecting piece simultaneously with the lower flange of girder steel with the edge of a wing of steel column is connected, the middle part of edge of a wing connecting piece is the area of weakening.
Further, the web plate connecting pieces are L-shaped, and the two web plate connecting pieces are symmetrically arranged on two sides of the web plate of the steel beam.
Further, the flange connector is a T-shaped core plate or an L-shaped core plate, the flange connector comprises a first connecting plate which is horizontally arranged and a second connecting plate which is connected with the end part of the first connecting plate and is vertically arranged, the first connecting plate is connected with the lower flange of the steel beam, the second connecting plate is connected with the flange of the steel column, and the weakening area is arranged on the first connecting plate.
Further, both sides of the middle part of the first connecting plate are provided with cutting grooves/incisions to form the weakening area; or a long hole is formed in the middle of the first connecting plate to form the weakening area.
Further, a horizontal stiffening rib is arranged at the folded corner of the web plate connecting piece, the web plate connecting piece is connected with the web plate of the steel beam through a first group of bolts or pin shafts and is connected with the flange of the steel column through a second group of bolts, the first group of bolts and the second group of bolts are high-strength bolts, and bolt holes used for penetrating the first group of bolts on the web plate of the steel beam are vertical slotted holes;
the vertical stiffening ribs are arranged at the joint of the first connecting plate and the second connecting plate, the first connecting plate is connected with the lower flange of the steel beam through a third group of bolts, the second connecting plate is connected with the flange of the steel column through a fourth group of bolts, and the third group of bolts and the fourth group of bolts are high-strength bolts.
Further, a cover plate is arranged on the outer side of the first connecting plate above the weakening area, and is connected with the lower flange of the steel beam through a fifth group of bolts, wherein the fifth group of bolts penetrate through the cutting grooves/cuts or long holes.
Further, the cross-sectional area of the first connecting plate gradually increases along the direction from inside to outside in the range from the side surface of the steel column to the weakening zone, the thickness of the first connecting plate is 6-30 mm, the width of the first connecting plate is 80-400 mm, and the length of the first connecting plate is not more than 1000mm; the thickness of the cover plate is 6-34 mm, the width is 80-400 mm, and the length is not more than 1000mm.
Further, the flange of the steel column is provided with a shear plate for connecting the web plate of the steel beam through a sixth group of bolts, at least two bolt holes which are arranged up and down are formed in the shear plate, the bolt holes which are arranged up and down are oblong holes in the horizontal direction, the shear plate is located between the web plate connecting piece and the flange connecting piece, and the sixth group of bolts are high-strength bolts.
Further, vertical stiffening steel plates are arranged on two sides of the web plate of the steel column, and horizontal stiffening steel plates are arranged between two flanges of the steel column and correspond to the positions of the steel beams.
A steel structure building comprises the post-earthquake repairable steel beam column unilateral connection node.
The invention has the following beneficial effects:
compared with the prior art, on one hand, the single-side connecting joint of the post-earthquake repairable steel beam column adopts the web connecting piece and the lower flange connecting piece to bear the axial force and the bending moment of the end part of the steel beam, and when the combined beam is adopted, the upper flange of the steel beam can be connected with a floor slab through the shearing-resistant connecting piece. Under the repeated load of an earthquake, the damage of the single-side connecting node of the post-earthquake repairable steel beam column is concentrated on the flange connecting piece, and a floor is not required to be broken and disassembled when the flange connecting piece is required to be replaced or repaired, so that the post-earthquake repairable steel beam column is easier to construct when being replaced and repaired, the repairing cost of the connecting node is reduced, and the service life of the structure is prolonged. The post-earthquake damage of the flange connecting piece with the energy consumption function is easy to observe, so that an identifier can accurately evaluate the post-earthquake damage of the connecting node and select a reasonable repairing method. On the other hand, in the invention, by arranging the weakening area in the middle of the flange connector, the plastic hinge of the steel beam and the steel column under the earthquake load is generated in the weakening area of the flange connector, so that the position of the plastic hinge is controllable; when plastic hinges appear in the weakening area of the flange connecting piece, the steel beam and the steel column still keep elasticity through reasonable design, so that the appearance time of the plastic hinges is controllable, the situation that the plastic hinges appear at the flange end parts of the steel beam with serious stress concentration in the traditional bolt welding mixed connecting node is avoided, the situation that fracture and damage occur at the flange end parts is avoided, and the steel beam and the steel column are ensured to keep elasticity all the time in the working process of the node; in addition, because the top flange of the steel beam does not need to be provided with a connecting piece with a steel column, when the novel node is used for an assembled steel structure building, the top flange of the steel beam can be conveniently provided with a prefabricated bottom plate of the composite floor slab, so that the prefabricated bottom plate is attached to the top flange of the steel beam.
Drawings
FIG. 1 is a schematic structural view of a single-side connection node of a post-earthquake repairable steel beam column;
FIG. 2 is a schematic view of the bottom view of the single-side connection node of the post-earthquake repairable steel beam column shown in FIG. 1;
FIG. 3 is a schematic structural view of a web connector in a single-side connection node of a post-earthquake repairable steel beam column according to the present invention;
FIG. 4 is a schematic view of example 1 of an edge connector in a single-edge connection node of a post-earthquake repairable steel beam column of the present invention;
FIG. 5 is a schematic view of example 2 of an edge connector in a single-edge connection node of a post-earthquake repairable steel beam column of the present invention;
FIG. 6 is a schematic view of example 3 of an edge connector in a single-edge connection node of a post-earthquake repairable steel beam column of the present invention;
FIG. 7 is a schematic view of example 4 of an edge connector in a single-edge connection node of a post-earthquake repairable steel beam column of the present invention;
FIG. 8 is a schematic view of example 5 of an edge connector in a single-edge connection node of a post-earthquake repairable steel beam column of the present invention;
FIG. 9 is a schematic view of example 6 of an edge connector in a single-edge connection node of a post-earthquake repairable steel beam column of the present invention;
FIG. 10 is a schematic view of example 7 of an edge connector in a single-edge connection node of a post-earthquake repairable steel beam column of the present invention;
FIG. 11 is a schematic view of the structure of the end of the steel beam near the steel column in the single-side connection node of the post-earthquake repairable steel beam column;
FIG. 12 is a schematic structural view of a shear plate in a single-edge connection node of a post-earthquake repairable steel beam column of the present invention.
Detailed Description
In order to make the technical problems, technical solutions and advantages to be solved more apparent, the following detailed description will be given with reference to the accompanying drawings and specific embodiments.
On one hand, the embodiment of the invention provides a single-side connection node of a post-earthquake repairable steel beam column, which comprises a steel beam 1 and a steel column 2, wherein a web plate connecting piece 5 and a flange connecting piece 3 are arranged at the joint of the steel beam 1 and the steel column 2, the web plate connecting piece 5 is simultaneously connected with a web plate 12 of the steel beam 1 and a flange 21 of the steel column 2, the flange connecting piece 3 is simultaneously connected with a lower flange 13 of the steel beam 1 and a flange 21 of the steel column 2, and the middle part of the flange connecting piece 3 is a weakening area 33.
The single-side connecting node of the post-earthquake repairable steel beam column adopts the web connecting piece 5 to replace the upper flange connecting piece to bear axial force and bending moment, so that the upper flange 11 of the steel beam 1 can be connected with a floor slab through a shear-resistant connecting piece (such as a stud 7). Under the repeated action of earthquake load, the damage of the single-side connection node of the post-earthquake repairable steel beam column is concentrated on the flange connecting piece 3, and a floor is not required to be broken and disassembled when the flange connecting piece 3 is required to be replaced or repaired, so that the post-earthquake repairable steel beam column is easier to construct when being replaced and repaired, the repair cost of the connection node is reduced, and the service life of the structure is prolonged. The post-earthquake damage of the flange connector 3 with the energy consumption function is easy to observe, so that an appraiser can accurately evaluate the post-earthquake damage condition of the connecting node and select a reasonable repairing method. On the other hand, in the invention, by arranging the weakening area 33 in the middle of the flange connector 3, the plastic hinge of the steel beam 1 and the steel column 2 under the earthquake load is generated in the weakening area 33 of the flange connector 3, so that the position of the plastic hinge is controllable; and through reasonable design, when the plastic hinge appears in the weakening area 33 of the flange connecting piece 3, the steel beam 1 and the steel column 2 still keep elasticity, so that the appearance time of the plastic hinge is controllable, the flange end part of the steel beam 1 with serious stress concentration in the traditional bolt welding mixed connecting node is avoided, the fracture and the damage at the position are avoided, and the steel beam and the steel column are ensured to keep elasticity all the time in the working process of the node. In addition, the weakening zone 33 in the middle of the flange connector 3 can reduce the bending moment of the side face of the steel column 2, and the number of flange connecting bolts of the flange connector 3 and the steel column 1 is reduced.
Further, the web connection members 5 are preferably L-shaped, and the web connection members 5 are two and symmetrically arranged at two sides of the web 12 of the steel beam 1. Because the web 12 of the steel beam 1 and the flange 21 of the steel column 2 are vertically arranged, when the web connecting piece 5 is L-shaped, the structure is simple, the axial force and the bending moment can be borne, and a part of shearing force can be borne at the same time; when the web connecting pieces 5 are symmetrically arranged on two sides of the web 12 of the steel beam 1, bending moment of axial force generated by the steel beam 1 and the steel column 2 under earthquake load can be borne more uniformly.
In embodiments of the present invention, the flange connector 3 may have various structures, preferably a T-shaped core plate or an L-shaped core plate, the various structures of which are shown in fig. 4 to 10, and the L-shaped core plate is similar. The T-shaped core plate comprises a first connecting plate 31 which is horizontally arranged and a second connecting plate 32 which is connected with the end part of the first connecting plate 31 and is vertically arranged, the first connecting plate 31 is connected with the lower flange 13 of the steel beam 1, the second connecting plate 32 is connected with the flange 21 of the steel column 2, and a weakening area 33 is arranged on the first connecting plate 31.
The T-shaped core plate or the L-shaped core plate has simple structure, convenient manufacture and convenient installation.
The weakened areas on the T-shaped core or L-shaped core may be made in various ways, preferably with slits/cuts 331 on both sides of the middle of the first connecting plate 31, forming the weakened areas 33; alternatively, the first connecting plate 31 has a long hole 332 formed in the middle thereof to form the weakened area 33. The weakening area is obtained by means of grooving/notching or slot opening, the method is simple and convenient, the weakening degree of the weakening area 33 is easy to calculate according to design requirements, when plastic hinge occurs in the weakening area 33, the steel beam 1 and the steel column 2 still keep elasticity, and the occurrence time of the plastic hinge is controllable.
The weakened zone 33 may be obtained in other ways than the above-described construction, as will occur to those of skill in the art, and may be obtained by locally annealing the steel material in the middle of the first web 31 to obtain the weakened zone.
Further, the folded corner of the web plate connecting piece 5 is preferably provided with a horizontal stiffening rib 55, the web plate connecting piece 55 is connected with the web plate 12 of the steel beam 1 through a first group of bolts 51 and is connected with the flange 21 of the steel column 2 through a second group of bolts 52, the first group of bolts 51 are preferably friction type high-strength bolts, the second group of bolts 52 are preferably pressure type high-strength bolts, and the web plate 12 of the steel beam 1 is provided with a vertical oblong hole for penetrating through the bolt holes 121 of the first group of bolts 51;
the connection between the first connection plate 31 and the second connection plate 32 is also preferably provided with vertical stiffening ribs 34, the first connection plate 31 is connected with the lower flange 13 of the steel beam 1 by a third set of bolts 35, the second connection plate 32 is connected with the flange 21 of the steel column 2 by a fourth set of bolts 36, and the third set of bolts 35 and the fourth set of bolts 36 are also preferably high strength bolts.
The provision of horizontal stiffeners 55 can increase the strength and stiffness of the web connector 5 and the provision of vertical stiffeners 34 can increase the strength and stiffness of the connection between the first and second connection plates 31, 32. The high-strength bolt can ensure the joint strength of the joint, and can avoid the compression deformation of the first bolt hole 53, the second bolt hole 54, the third bolt hole 311 and the fourth bolt hole 321, and the secondary use of the steel beam 1 and the steel column 2 is affected. The bolt holes 121 are designed into vertical oblong holes, so that the shearing force suffered by the first group of bolts 51 is suddenly increased when the connecting node is greatly deformed and rotated, and the first group of bolts 51 are protected from being deformed by shearing, so that the web connecting piece 5 can be reused after earthquake. Wherein, the length of the first bolt hole 121 in the vertical direction may be determined according to the maximum plastic rotation angle of the connection node.
In addition, in order to avoid the occurrence of pressure-bearing damage to the web 12 of the steel beam 1 by the hole wall of the first bolt hole 121, the web 12 of the steel beam 1 around the first bolt hole 121 may be locally thickened in the form of a girth welded steel plate 122, as shown in fig. 11.
Of course, the web connection 5 may also be connected to the web 12 of the steel beam 1 by pins, the first set of bolts 51 or pins being mainly subjected to shear forces in the horizontal direction.
The flange connecting piece 3 and the web connecting piece 5 are connected with the steel beam 1 and the steel column 2 through the high-strength bolts, can be disassembled, and the flange connecting piece 3 and the web connecting piece 5 can be prefabricated in a factory and can be quickly installed on site, so that site construction welding seams are avoided, the construction progress is greatly accelerated, the dosage of workers is reduced, and the requirement of building industrialization is met.
Preferably, the outer side of the first connecting plate 31 may be provided with a cover plate 4 above the weakened area 33, the cover plate 4 being connected to the lower flange 13 of the steel girder 1 by a fifth set of bolts 42, wherein the fifth set of bolts 42 pass through the cut-outs/cutouts 331 or the elongated holes 332. The cover plate 4 covers at least the weakened zone 33, the fifth set of bolts 42 preferably being common bolts; the cover plate 4 and the lower flange 13 of the steel beam 1 play a buckling constraint role on the weakened area 33, so that the weakened area 33 can enter a material yield state under tension and compression, and the rigidity and bearing capacity of the weakened area 33 are prevented from being sharply reduced; meanwhile, the node has more excellent energy consumption capability, good ductility and full hysteresis curve; the degree of buckling restraint of the cover plate 4 can be controlled by adjusting the pretightening force of the fifth group of bolts 42.
And, a gap should be reserved between the first connecting plate 31 and the cover plate 4 and between the first connecting plate 31 and the lower flange 13 of the steel beam 1, and the gap may not be filled with any material, or may be added with lubricant or other flexible materials.
In the above embodiment, the first connecting plate 31 is preferably formed in a gradually increasing cross-sectional area from the side of the steel column 2 to the weakened area 33 (arrow direction in fig. 3), which can increase the length of the connecting weld between the first connecting plate 31 and the second connecting plate 32, delay cracking thereof, and increase the rigidity of the node under seismic load.
Several embodiments of the flange connection 3 are given here:
example 1:
as shown in fig. 2 and 4, the end portion of the first connecting plate 31 is in the form of an enlarged section, the weakened area 33 in the middle of the first connecting plate 31 is in the form of a circular arc and straight line mixed cut, and the third bolt holes 311 are arranged in parallel, wherein fig. 4 (a) is a T-shaped core plate, and fig. 4 (b) is an L-shaped core plate.
Example 2:
as shown in fig. 5, the end portion of the first connecting plate 31 is in the form of a non-enlarged cross section, the weakened area 33 in the middle of the first connecting plate 31 is in the form of a circular arc and straight line mixed cutting, and the third bolt holes 311 are arranged in parallel.
Example 3:
as shown in fig. 6, the end portion of the first connecting plate 31 is in the form of a non-enlarged cross section, the weakened area 33 in the middle of the first connecting plate 31 is in the form of a straight line cut, and the third bolt holes 311 are arranged side by side.
Example 4:
as shown in fig. 7, the end portion of the first connecting plate 31 is in the form of a non-enlarged cross section, the weakened area 33 in the middle of the first connecting plate 31 is cut in an arc manner, and the third bolt holes 311 are arranged in parallel.
Example 5:
as shown in fig. 8, the end portion of the first connecting plate 31 is in a non-enlarged cross-sectional form, the weakened area 33 in the middle of the first connecting plate 31 is in a trapezoidal cut, and the third bolt holes 311 are arranged side by side.
Example 6:
as shown in fig. 9, the end portion of the first connecting plate 31 is in a non-enlarged cross-section, the weakened area 33 in the middle of the first connecting plate 31 is in a hole-forming manner of a oblong hole 332, and the third bolt holes 311 are arranged in parallel.
Example 7:
as shown in fig. 10, the end portion of the first connecting plate 31 is in a non-enlarged cross-section, the weakened area 33 in the middle of the first connecting plate 31 is in a hole-forming manner of a long hole 332, and the third bolt holes 311 are arranged in parallel.
Of the above 7 embodiments, the thickness of the flange connector 3 and the cover plate 4 is determined according to design requirements, and an embodiment is given herein in which the thickness of the first connecting plate 31 is 6 to 30mm, the width is 80 to 400mm, and the length is not more than 1000mm; the thickness of the cover plate 4 is 6-34 mm, the width is 80-400 mm, and the length is not more than 1000mm.
Further, the flange 21 of the steel column 2 is preferably provided with a shear plate 6 for connecting the web 12 of the steel beam 1 through a sixth set of bolts 61, as shown in fig. 12, at least two bolt holes 62 arranged up and down are formed in the shear plate 6, the bolt holes arranged up and down are oblong holes in the horizontal direction, the shear plate 6 is located between the web connecting piece 5 and the flange connecting piece 3, and the sixth set of bolts 61 are high-strength bolts. The shear plate 6 mainly bears node shear force, one end of the shear plate 6 can be welded on the flange 21 of the steel column 2 in advance, and then the side surface of the shear plate 6 is connected with the web 12 of the steel beam 1 through a sixth set of bolts 61. When the oblong holes can prevent the node from large deformation and rotation, the shearing force received by the sixth set of bolts 61 is suddenly increased, the sixth set of bolts 61 are protected from deformation, and the shearing force plate 61 can be reused after earthquake. The length of the holes of the bolt holes which are arranged up and down in the horizontal direction can be determined according to the maximum plastic rotation angle of the node.
In order to increase the stress performance of the steel column 2, the two sides of the web 22 of the steel column 2 are preferably provided with vertical stiffening steel plates 23, and the position between the two flanges 21 of the steel column 2 corresponding to the steel beam 1 is preferably provided with a horizontal stiffening steel plate 24. The arrangement of the vertical stiffening steel plates 23 prevents the steel column node region from shearing and yielding, and the arrangement of the horizontal stiffening steel plates 24 can prevent the local deformation of the flange 21 of the steel column 2 from being overlarge.
On the other hand, the invention provides a steel structure building, which comprises the single-side connecting node of the post-earthquake repairable steel beam column.
The steel structure building can obviously improve the ductility and energy consumption capacity of the steel structure building node, and has excellent earthquake resistance; the node design method is simple, the strength of the web connecting piece and the weakening degree of the weakening area of the flange connecting piece can be calculated according to the design requirement, so that when plastic hinge occurs in the weakening area, the steel beam and the steel column still keep elasticity, and after the vibration, the web connecting piece and the flange connecting piece can be reused only by replacing; and the floor is not required to be broken and disassembled when the parts are replaced, so that secondary damage to the structure after an earthquake is reduced.
In summary, the invention has the following beneficial effects:
1. the single-side connecting node of the post-earthquake repairable steel beam column has excellent performance and is convenient to process; all the components can be prefabricated in factories and can be assembled rapidly on site, so that site construction welding seams are avoided, the construction progress is greatly accelerated, the use amount of workers is reduced, and the requirement of building industrialization is met.
2. When the single-side connecting node of the post-earthquake repairable steel beam column is used for an assembled steel structure building, the prefabricated bottom plate of the composite floor slab is conveniently placed on the upper flange of the steel beam, and the prefabricated bottom plate is attached to the upper flange of the steel beam.
3. According to the invention, the steel beam and the steel column are connected through the web plate connecting piece and the flange connecting piece, so that the end bending moment of the joint can be effectively born. Compared with the traditional full bolting node, the bolt consumption can be reduced, the assembly cost is reduced, and the construction progress can be obviously accelerated.
4. Cutting a groove/notch or a long hole in the middle part of the flange connecting piece to enable the plastic hinge to occur in a weakening area, so that the position of the plastic hinge is controllable; and through reasonable design for when plastic hinge appears in the weakening zone, girder steel and steel column still keep elasticity, make the opportunity that plastic hinge appears controllable. The plastic hinge is prevented from being arranged at the end part of the flange of the steel beam with serious stress concentration, so that the connecting weld joint is not cracked; in addition, the middle part of the flange connector is cut or notched or slotted to reduce the cylindrical bending moment and the number of connecting bolts between the flange connector and the steel column flange.
5. The load on the steel beam is transferred to the steel column by the flange connectors and the web connectors, and the cover plate and the lower flange of the steel beam play a buckling constraint role on the weakening area of the flange connectors, so that the weakening area can enter a material yield state under tension and compression, and the rapid reduction of rigidity and bearing capacity is avoided; therefore, the node has good earthquake resistance, large ductility and strong energy consumption capability.
6. The post-earthquake repairable steel beam column unilateral connection node has the characteristics of easy repair and quick replacement after earthquake. The steel beam and the steel column after earthquake can be still in an elastic state through reasonable design. Technicians can easily observe the damage condition of the hospital connection piece after earthquake and confirm whether the flange connection piece is necessary to be replaced; the flange connecting piece is easy and quick to replace, and the floor is not required to be broken and disassembled during replacement, so that the structure is not secondarily damaged.
While the foregoing is directed to the preferred embodiments of the present invention, it will be appreciated by those skilled in the art that various modifications and adaptations can be made without departing from the principles of the present invention, and such modifications and adaptations are intended to be comprehended within the scope of the present invention.
Claims (8)
1. The single-side connection node of the steel beam column capable of being repaired after earthquake comprises a steel beam and a steel column, and is characterized in that a web plate connecting piece and a flange connecting piece are arranged at the joint of the steel beam and the steel column, the web plate connecting piece is simultaneously connected with a web plate of the steel beam and a flange of the steel column, the flange connecting piece is simultaneously connected with a lower flange of the steel beam and a flange of the steel column, and the middle part of the flange connecting piece is a weakening area;
the web plate connectors are L-shaped, and are symmetrically arranged on two sides of the web plate of the steel beam;
the flange connecting piece is a T-shaped core plate or an L-shaped core plate, and comprises a first connecting plate which is horizontally arranged and a second connecting plate which is connected with the end part of the first connecting plate and is vertically arranged, wherein the first connecting plate is connected with the lower flange of the steel beam, the second connecting plate is connected with the flange of the steel column, and the weakening area is arranged on the first connecting plate;
the folded angle of the web plate connecting piece is provided with a horizontal stiffening rib, and the web plate connecting piece is connected with the web plate of the steel beam through a first group of bolts or pin shafts and is connected with the flange of the steel column through a second group of bolts;
the outside of first connecting plate is in the top of weakening area is provided with the apron, the apron pass through the fifth bolt of group with the bottom flange connection of girder steel to reserve the space between first connecting plate and apron, between first connecting plate and the bottom flange of girder steel.
2. The post-earthquake repairable steel beam column unilateral connection node of claim 1, wherein both sides of the middle part of the first connection plate are provided with cutting grooves/incisions to form the weakening area; or a long hole is formed in the middle of the first connecting plate to form the weakening area.
3. The post-earthquake repairable steel beam column unilateral connection node of claim 1, wherein the first set of bolts and the second set of bolts are high-strength bolts, and the bolt holes on the web plate of the steel beam for penetrating the first set of bolts are vertical oblong holes;
the vertical stiffening ribs are arranged at the joint of the first connecting plate and the second connecting plate, the first connecting plate is connected with the lower flange of the steel beam through a third group of bolts, the second connecting plate is connected with the flange of the steel column through a fourth group of bolts, and the third group of bolts and the fourth group of bolts are high-strength bolts.
4. The post-earthquake repairable steel beam column unilateral connection node of claim 2, wherein the fifth set of bolts pass through the kerfs/cuts or slots.
5. The post-earthquake repairable steel beam column unilateral connection node of claim 4, wherein the first connection plate gradually increases in cross-sectional area along the direction from inside to outside from the side surface of the steel column to the weakening zone, and the first connection plate has a thickness of 6-30 mm, a width of 80-400 mm and a length of not more than 1000mm; the thickness of the cover plate is 6-34 mm, the width is 80-400 mm, and the length is not more than 1000mm.
6. The post-earthquake repairable steel beam column unilateral connection node of any one of claims 1-5, wherein a flange of the steel column is provided with a shear plate for connecting a web plate of the steel beam through a sixth set of bolts, the shear plate is provided with at least two bolt holes which are arranged up and down, the bolt holes which are arranged up and down are oblong holes in the horizontal direction, the shear plate is positioned between the web plate connecting piece and the flange connecting piece, and the sixth set of bolts are high-strength bolts.
7. The post-earthquake repairable steel beam column unilateral connection node of claim 6, wherein vertical stiffening steel plates are arranged on two sides of a web plate of the steel column, and horizontal stiffening steel plates are arranged between two flanges of the steel column at positions corresponding to the steel beam.
8. A steel structure building comprising the post-earthquake repairable steel beam column single-side connection node of any one of claims 1-7.
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| CN109930699A (en) * | 2019-03-07 | 2019-06-25 | 深圳市建筑设计研究总院有限公司 | The connection structure of girder steel and beams of concrete |
| CN109930693A (en) * | 2019-04-10 | 2019-06-25 | 扬州大学 | A kind of reinforced steel frame node in web plate setting X-type ribbed stiffener |
| CN110306662B (en) * | 2019-06-17 | 2020-10-13 | 同济大学 | Self-resetting low-damage web friction energy-dissipation beam column node |
| CN110805135A (en) * | 2019-11-26 | 2020-02-18 | 河南城建学院 | Assembled steel construction beam column node |
| CN110984381A (en) * | 2019-12-25 | 2020-04-10 | 武汉科技大学 | Node for connecting steel structure frame beam column |
| CN112282094B (en) * | 2020-10-22 | 2022-04-29 | 东南大学 | Steel structure node capable of dissipating energy by stages and replacing energy dissipation elements |
| CN114215410A (en) * | 2021-12-07 | 2022-03-22 | 北京工业大学 | Bearing-self-resetting-energy dissipation unilateral sliding assembly type steel frame beam column joint |
| CN116201264A (en) * | 2023-03-21 | 2023-06-02 | 北京工业大学 | Assembled special-shaped column steel frame-shear wall structure capable of repairing Liang Zhushuang nodes |
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| CN106522382A (en) * | 2016-11-10 | 2017-03-22 | 西安建筑科技大学 | Fabricated concrete-filled steel tube column-H type steel beam self-resetting energy consumption connection joint |
| CN207160233U (en) * | 2017-08-28 | 2018-03-30 | 山东大学 | The unilateral connecting node of repair type beam-column and steel building after shake |
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| US7047695B2 (en) * | 1995-04-11 | 2006-05-23 | Seismic Structural Design Associates, Inc. | Steel frame stress reduction connection |
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| CN106522382A (en) * | 2016-11-10 | 2017-03-22 | 西安建筑科技大学 | Fabricated concrete-filled steel tube column-H type steel beam self-resetting energy consumption connection joint |
| CN207160233U (en) * | 2017-08-28 | 2018-03-30 | 山东大学 | The unilateral connecting node of repair type beam-column and steel building after shake |
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