Connecting joint structure of steel support and steel reinforced concrete beam column

Abstract

The utility model discloses a connection node structure of a steel support and a steel reinforced concrete beam column, which comprises an embedded part anchor plate, a plurality of embedded part anchor rib plates arranged in an array form are welded on one surface of the embedded part anchor plate; the section steel column perpendicularly intersects with the section steel beam, the first embedded part anchor plate is parallel to an upper column of the section steel column, and a flange plate of the section steel column is welded to an embedded part anchor rib plate of the first embedded part anchor plate; the second embedded part anchor plate is vertically connected with the first embedded part anchor plate and is parallel to the section steel beam; an upper wing plate of the section steel beam is welded with an embedded part anchor rib plate of the second embedded part anchor plate; the steel inclined supporting piece is fixedly arranged on the outwards-extending end plate, and the center line of the steel inclined supporting piece intersects with the center line of the section steel column and the center line of the section steel beam; the outward extending end plate is fixed on the first embedded part anchor plate and the second embedded part anchor plate; the stirrups of the section steel beam column are arranged between the embedded part anchor rib plates which are arranged in an array mode. The rigid embedded part is arranged on the basis of an original steel support and steel reinforced concrete beam column connecting joint to serve as transition, the steel bar construction difficulty at the connecting joint position is remarkably reduced, and construction is convenient.

Description

Technical Field

[0001] The utility model relates to the technical field of building structure nodes, in particular to a connection node structure of a steel support and a steel concrete beam column. Background Art

[0002] Steel-concrete structures have the dual advantages of steel structures and concrete structures. Compared with reinforced concrete structures, steel-concrete components have a higher steel content and a greater bearing capacity than reinforced concrete components of the same cross-section. They also have good ductility and seismic performance. T-shaped steel skeletons can be prefabricated in factories, which speeds up on-site construction. Compared with steel structures, the concrete wrapped around steel-concrete components increases the rigidity of the components. Compared with steel-concrete and steel structure components with the same steel content, steel-concrete components have greater rigidity. Steel-concrete components use the concrete wrapped around them to improve the fire and corrosion resistance of steel components. Secondly, they have good stability.

[0003] At present, whether the steel support and steel beams and columns are connected by node plates or directly welded to the steel beams and columns, there will be a large number of beam-column stirrups and beam longitudinal bars that cannot pass through. The conventional connection method of stirrups and longitudinal beam longitudinal bars is to punch holes in the connection plate and pass the steel bars through the reserved holes for construction. The hole D on the connection plate is generally required to be d (steel diameter) + 3 to 5 mm. The connection node is generally within the range of the beam and column stirrup densification area. The large-area perforation of stirrups and longitudinal bars on the connection plate will cause the node plate to be concentratedly weakened in one line. In addition, the stirrups are generally made in advance in the processing shed. Small holes are not convenient for on-site operation and construction, which seriously affects the construction speed and quality.

[0004] To this end, this application made changes to the original connection nodes to better solve the problem of difficult on-site stirrup and longitudinal reinforcement construction operations. Utility Model Content

[0005] The technical problem to be solved by the present application is that the existing connection nodes cause the stirrups of beams and columns and the longitudinal reinforcement of longitudinal beams to be unable to penetrate through the connection nodes between steel supports and section steel beams and columns.

[0006] To solve the above technical problems, the present application provides a connection node structure of a steel support and a steel-concrete beam-column, including: an embedded anchor plate, one side of which is welded with a plurality of embedded anchor rib plates arranged in an array; the steel column intersects the steel beam vertically, the embedded anchor rib plate is parallel to the upper column of the steel column, and the flange plate of the upper column of the steel column is welded to the embedded anchor rib plate of the first embedded anchor plate; the second embedded anchor plate is vertically connected to the first embedded anchor plate and is parallel to the steel beam, and the upper wing plate of the steel beam is welded to the embedded anchor rib plate of the second embedded anchor plate; a steel diagonal brace is fixedly arranged on the extended end plate, and the center line of the steel diagonal brace intersects with the center lines of the steel column and the steel beam; the extended end plate is fixed to the first embedded anchor plate and the second embedded anchor plate; wherein the stirrups of the steel column are arranged between the embedded anchor rib plates of the first embedded anchor plate, and the stirrups of the steel beam are arranged between the embedded anchor rib plates of the second embedded anchor plate.

[0007] According to an embodiment of the present application, the thickness of the first embedded anchor plate and the second embedded anchor plate is ≥ b / 8, where b is the horizontal spacing between the embedded anchor plates.

[0008] According to the embodiment of the present application, concrete is poured on the inner side of the node formed by the steel column, the steel beam, the first embedded anchor plate, and the second embedded anchor plate.

[0009] According to an embodiment of the present application, the width of the embedded anchor plate is 100 mm, and the spacing distance between the embedded anchor plates when arranged along the length direction of the steel column and the steel beam is 100 mm.

[0010] According to an embodiment of the present application, the length of the embedded anchor plate is consistent with the height of the overhanging end plate.

[0011] According to an embodiment of the present application, the total cross-sectional area of ​​the embedded anchor plates on the first embedded anchor plate and the second embedded anchor plate is greater than or equal to the cross-sectional area of ​​the extended end plate.

[0012] According to an embodiment of the present application, the steel column is an H-shaped steel column, and the steel beam is an H-shaped steel beam.

[0013] According to an embodiment of the present application, the first embedded anchor plate and the second embedded anchor plate are located on the inner side of the extended end plate, and the edge of the extended end plate is welded to the first embedded anchor plate and the second embedded anchor plate.

[0014] According to an embodiment of the present application, the stirrup spacing in the stirrup densification zone of the steel column and the steel beam is 100 mm.

[0015] According to the embodiments of the present application, the steel columns, steel beams, embedded anchor plates, embedded anchor rib plates, extended end plates and steel diagonal supports are all made of the same grade of steel.

[0016] Compared with the prior art, the technical solution of the present application has the following beneficial effects:

[0017] 1. The present application changes the traditional nodes where steel supports are directly connected to the flanges of steel beams and columns. The axial force of the steel supports is transferred to the steel beams and columns through the transition of an embedded anchor plate and an embedded anchor rib plate, thus avoiding the problem of constructing beam-column stirrups and longitudinal bars only by opening holes in the connecting plate. The embedded anchor rib plates are welded to the flange surfaces of steel columns and beams, and the spacing of the anchor rib plates and the thickness of the anchor plates are controlled, so that the embedded parts themselves have sufficient rigidity to meet the structural requirements of Article 9.7.1 of the Code for Design of Concrete Structures.

[0018] 2. This application uses embedded parts for transition, so that the original whole stiffening plate is split into several small anchor plates, breaking the whole into parts, and there is enough gap between the upper and lower anchor plates to facilitate the construction of stirrups and longitudinal reinforcement of beams and columns. The use of this application will reduce the difficulty of steel bar construction at the connection node position and facilitate construction.

[0019] 3. The utility model has a high node assembly rate. All node components, including steel columns, steel beams, embedded anchor plates, embedded anchor rib plates, extended end plates and steel inclined supports, can be prefabricated in the factory. All components can be produced in a modular manner with high production efficiency. It also improves on-site construction efficiency, ensures construction quality and has high economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings of the embodiments will be briefly introduced below. Obviously, the drawings in the following description only relate to some embodiments of the present application, rather than limiting the present application.

[0021] Figure 1 This is a schematic diagram of a connection node structure of a steel support and a steel-concrete beam column as exemplified by the utility model;

[0022] Figure 2 for Figure 1 AA section view in;

[0023] Figure 3 This is a schematic diagram of stirrup placement for an example of the present utility model.

[0024] The following are the descriptions of the reference numerals:

[0025] 1. Steel column, 2. Steel beam, 3. Steel diagonal brace, 4. Extended end plate, 5. Embedded anchor plate, 6. Stirrups, 7. Longitudinal reinforcement, 11. First embedded anchor plate, 21. Second embedded anchor plate. DETAILED DESCRIPTION

[0026] In order to make the purpose, technical scheme and advantages of the embodiment of the present application clearer, the technical scheme of the embodiment of the present application will be clearly and completely described in conjunction with the drawings of the embodiment of the present application. Obviously, the described embodiment is a part of the embodiment of the present application, not all of the embodiments. Based on the described embodiment of the present application, all other embodiments obtained by ordinary technicians in this field without creative work belong to the scope of protection of this application.

[0027] Unless otherwise defined, the technical or scientific terms used herein shall have the common meanings understood by persons with ordinary skills in the field to which this application belongs. The words "first", "second" and similar words used in the patent application specification and claims of this application do not indicate any order, quantity or importance, but are only used to distinguish different components. Similarly, words such as "one" or "an" do not indicate a quantity limitation, but indicate the existence of at least one.

[0028] like Figures 1 to 3 As shown, a connection node structure of a steel support and a steel concrete beam column exemplified by the utility model includes a steel column 1, a steel beam 2 and a steel diagonal brace 3, which transmits the axial force of the steel diagonal brace 3 to the steel column 1 and the steel beam 2 through a rigid embedded transition. The embedded anchor plate 5 and the first embedded anchor plate 11 and the second embedded anchor plate 21 form a rigid embedded part, and the embedded anchor plate 5 is welded to the flange surface of the steel column 1 and the steel beam 2, avoiding the problem that after the steel diagonal brace is directly connected to the steel column 1 and the steel beam 2, the two sides of the steel column 1 and the steel beam 2 are completely isolated, and the beam-column stirrups and longitudinal bars can only be constructed by opening holes on the connection plate. The present application significantly reduces the difficulty of steel bar construction at the connection node position and facilitates construction.

[0029] In this embodiment, a plurality of embedded anchor rib plates 5 arranged in an array are welded to one side of the embedded anchor plate.

[0030] Furthermore, the embedded anchor plate and the embedded anchor rib plate 5 are both made of the same grade of steel, such as Q355B grade steel.

[0031] Furthermore, each embedded anchor plate 5 is welded to the embedded anchor plate with equal strength.

[0032] Furthermore, the thickness of the first embedded anchor plate and the second embedded anchor plate is ≥ b / 8, where b is the horizontal spacing between the embedded anchor plates.

[0033] In this embodiment, Figure 1 , Figure 2As shown, the steel column 1 intersects the steel beam 2 vertically, the embedded anchor plate 5 is parallel to the upper column of the steel column, and the flange plate of the upper column of the steel column is welded to the embedded anchor plate 5 of the first embedded anchor plate 11; the second embedded anchor plate 21 is vertically connected to the first embedded anchor plate 11 and parallel to the steel beam 2, and the upper wing plate of the steel beam 2 is welded to the embedded anchor plate 5 of the second embedded anchor plate 21.

[0034] Furthermore, the width of the embedded anchor plate 5 is 100 mm, and the interval between the embedded anchor plates 5 when arranged along the length direction of the steel column 1 and the steel beam 2 is 100 mm. The spacing of the embedded anchor plates 5 and the thickness of the anchor plates are controlled to ensure that the embedded parts themselves have sufficient rigidity to meet the structural requirements of Article 9.7.1 of the Code for Design of Concrete Structures.

[0035] Furthermore, the spacing of the stirrups in the stirrup densification area of ​​the steel column and the steel beam is preferably 100 mm, which matches the spacing of the embedded anchor plate 5.

[0036] Furthermore, each embedded anchor plate 5 is welded to the flange plate of the upper column of the steel column with equal strength, and each embedded anchor plate 5 is welded to the upper wing plate on the steel beam 2 with equal strength.

[0037] Furthermore, the steel column 1 may be an H-shaped steel column, and the steel beam 2 may be an H-shaped steel beam.

[0038] Furthermore, concrete is poured inside the nodes formed by the steel column 1, the steel beam 2, the first embedded anchor plate 11, and the second embedded anchor plate 21.

[0039] Furthermore, stirrups 6 are provided between the steel column 1 and the first embedded anchor plate 11 , and stirrups 6 are also provided between the steel beam 2 and the second embedded anchor plate 21 .

[0040] Furthermore, the steel column 1 is tied with longitudinal reinforcement 7 , and part of the longitudinal reinforcement 7 bypasses the side of the steel column 1 .

[0041] In this embodiment, the steel diagonal brace 3 is fixedly arranged on the extended end plate 4, and the center line of the steel diagonal brace 3 intersects with the center line of the steel column 1 and the steel beam 2; the extended end plate 4 is fixed on the first embedded anchor plate 11 and the second embedded anchor plate 21. The first embedded anchor plate 11 and the second embedded anchor plate 21 are located on the inner side of the extended end plate 4, and the edge of the extended end plate 4 is welded to the first embedded anchor plate 11 and the second embedded anchor plate 21.

[0042] Furthermore, the length of the embedded anchor plate is consistent with the height of the extended end plate 4, so the installation is more stable.

[0043] Furthermore, the total cross-sectional area of ​​the first embedded anchor plate 11 and the second embedded anchor plate 21 is greater than or equal to the cross-sectional area of ​​the extended end plate 4 .

[0044] Furthermore, the steel column 1, the steel beam 2, the embedded anchor plate, the embedded anchor rib plate 5, the extended end plate 4 and the steel oblique support are all made of the same grade of steel, such as Q355B grade steel.

[0045] In this embodiment, the assembly process is:

[0046] A connection node structure of steel support and steel concrete beam column. All components are prefabricated in the factory and assembled and connected after being transported to the construction site. The steps are as follows:

[0047] 1. Weld the embedded anchor plate 5 to the embedded anchor plates 11 and 21.

[0048] 2. Weld the steel beam 2 to the steel column 1.

[0049] 3. The embedded anchor plate 5 and the like are welded to the steel beam 2 and the steel column 1.

[0050] 4. Weld the extended end plate 4 to the embedded anchor plate.

[0051] 5. Tie up column longitudinal reinforcement, column stirrups, beam longitudinal reinforcement, beam stirrups and beam structural reinforcement, and finally pour concrete.

[0052] In summary, the technical solution of this application has the following beneficial effects:

[0053] 1. The present application changes the traditional nodes in which steel supports are directly connected to the flanges of steel beams and columns. The axial force of the steel supports is transferred to the steel beams and columns through a rigid embedded transition formed by an embedded anchor plate and an embedded anchor rib plate, thereby avoiding the problem of constructing beam-column stirrups and longitudinal beam longitudinal bars only by opening holes in the connecting plates. The embedded anchor rib plates are welded to the flange surfaces of steel columns and beams, and the spacing of the anchor rib plates and the thickness of the anchor plates are controlled, so that the embedded parts themselves have sufficient rigidity to meet the structural requirements of Article 9.7.1 of the Code for Design of Concrete Structures.

[0054] 2. This application uses rigid embedded parts for transition, so that the original whole stiffening plate is split into several small anchor plates, breaking the whole into parts, and there is enough gap between the upper and lower anchor plates to facilitate the construction of stirrups and longitudinal reinforcement of beams and columns. The use of this application will reduce the difficulty of steel bar construction at the connection node position and facilitate construction.

[0055] 3. The utility model has a high node assembly rate. All node components, including steel columns, steel beams, embedded anchor plates, embedded anchor rib plates, extended end plates and steel inclined supports, can be prefabricated in the factory. All components can be produced in a modular manner with high production efficiency. It also improves on-site construction efficiency, ensures construction quality and has high economic benefits.

[0056] The above are merely exemplary embodiments of the present application and are not intended to limit the protection scope of the present application. The protection scope of the present application is determined by the appended claims.

Claims

1. A connection node structure of a steel support and a steel-concrete beam column, characterized in that: include: The embedded anchor plate has a plurality of embedded anchor plates arranged in an array welded on one side; The steel column and the steel beam intersect vertically, the first embedded anchor plate is parallel to the upper column of the steel column, and the flange plate of the upper column of the steel column is welded to the embedded anchor plate of the first embedded anchor plate; the second embedded anchor plate is vertically connected to the first embedded anchor plate and parallel to the steel beam, and the upper wing plate of the steel beam is welded to the embedded anchor plate of the second embedded anchor plate; A steel diagonal brace is fixedly arranged on the extended end plate, wherein the center line of the steel diagonal brace intersects with the center lines of the steel column and the steel beam; the extended end plate is fixed on the first embedded part anchor plate and the second embedded part anchor plate; Wherein, the stirrups of the steel column are arranged between the embedded anchor plates of the first embedded anchor plate, and the stirrups of the steel beam are arranged between the embedded anchor plates of the second embedded anchor plate.

2. A connection node structure of a steel support and a steel concrete beam column according to claim 1, characterized in that: The thickness of the first embedded anchor plate and the second embedded anchor plate is b / 8, where b is the horizontal spacing between the embedded anchor plates.

3. The connection node structure of a steel support and a steel concrete beam column according to claim 1, characterized in that: Concrete is poured inside the nodes formed by the steel column, the steel beam, the first embedded anchor plate and the second embedded anchor plate.

4. The connection node structure of a steel support and a steel concrete beam column according to claim 1, characterized in that: The width of the embedded anchor plate is 100 mm, and the spacing distance between the embedded anchor plates when arranged along the length direction of the steel column and the steel beam is 100 mm.

5. The connection node structure of a steel support and a steel concrete beam column according to claim 1, characterized in that: The length of the embedded anchor plate is consistent with the height of the extended end plate.

6. The connection node structure of a steel support and a steel-concrete beam column according to claim 1, characterized in that: The total cross-sectional area of ​​the embedded anchor plates on the first embedded anchor plate and the second embedded anchor plate is ≥ the cross-sectional area of ​​the extended end plate.

7. The connection node structure of a steel support and a steel concrete beam column according to claim 1, characterized in that: The steel columns are H-shaped steel columns, and the steel beams are H-shaped steel beams.

8. The connection node structure of a steel support and a steel-concrete beam column according to claim 1, characterized in that: The first embedded anchor plate and the second embedded anchor plate are located inside the extended end plate, and the edge of the extended end plate is strongly welded to the first embedded anchor plate, the second embedded anchor plate, etc.

9. The connection node structure of a steel support and a steel-concrete beam column according to claim 1, characterized in that: The stirrup spacing in the stirrup densification area of ​​the steel column and steel beam is 100mm.

10. The connection node structure of steel support and steel concrete beam column according to claim 1, characterized in that: The steel columns, steel beams, embedded anchor plates, embedded anchor rib plates, extended end plates and steel inclined supports are all made of steel of the same grade.

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