Frame beam-column joint provided with profile steel

Abstract

The utility model discloses a frame beam-column joint provided with profile steel, which relates to the technical field related to building structures and comprises lower column concrete, joint core area concrete, beam plate concrete, upper column concrete and a profile steel mechanism. The beam plate concrete is poured on the two sides of the joint core area concrete, the upper column concrete is poured at the top end of the joint core area concrete, and the profile steel mechanism is arranged in the lower column concrete, the joint core area concrete and the upper column concrete. By means of the arrangement of the profile steel mechanism, the limitation that traditional reinforcing steel bars need to follow column longitudinal reinforcement ratio limitation is broken through, the number and the position can be flexibly adjusted, the specific stress requirement of a node area is better met, the column angle profile steel is used in cooperation with the steel hoop plate, the compression resistance and the shear resistance of the node area are greatly improved, and the construction cost is reduced. And the stress state of the node core area is effectively improved, and the overall strength and durability of the node area are improved.

Description

Technical Field

[0001] This utility model relates to the technical field of building structure, and in particular to a frame beam-column joint with configured steel profiles. Background Technology

[0002] In recent years, the widespread application of high-rise buildings has placed higher demands on the design and construction of frame beam-column joints. As a key component of the structural system, frame beam-column joints not only need to meet seismic performance design standards but also need to consider the feasibility and economy of construction. However, the traditional construction method of separating high-grade concrete in the joint area from low-grade concrete in the horizontal members increases construction complexity and management difficulty.

[0003] In actual engineering projects, the use of high-grade concrete is not insignificant, but it is mainly concentrated in column and joint areas, where there is a strength difference compared to the low-grade concrete used in horizontal components. Traditional processes typically require high-grade and low-grade concrete to be poured separately, necessitating precise coordination of the timing and sequence of their pouring. Furthermore, to avoid cold joints and mixed pouring issues, joint areas are often isolated using measures such as fencing or airbags for partitioning. This construction method not only increases the number of procedures and the construction period but also places higher demands on on-site management and operation.

[0004] In addition, the construction of different grades of concrete in separate sections can easily lead to many problems, such as the risk of cold joints caused by multiple pours, and the failure of concrete performance to meet standards due to mismatch between material preparation and construction sequence. These problems directly affect the overall strength and durability of the joint area, and may even lead to subsequent quality repair and reinforcement work, increasing project costs. Utility Model Content

[0005] The purpose of this invention is to provide a frame beam-column joint with configured steel profiles to solve the problems mentioned in the background art.

[0006] To achieve the above objectives, this utility model provides the following technical solution: a frame beam-column joint with configured steel profiles, comprising:

[0007] Concrete for the lower column;

[0008] The core area concrete of the node is poured on top of the concrete of the lower column;

[0009] Beam and slab concrete, wherein the beam and slab concrete is poured on both sides of the core area of ​​the node concrete;

[0010] The upper column concrete is poured on top of the core area concrete of the node;

[0011] A steel profile structure is installed inside the lower column concrete, the node core area concrete, and the upper column concrete.

[0012] Preferably, the steel profile mechanism includes:

[0013] Column corner steel, wherein the column corner steel is equidistantly arranged inside the lower column concrete, the node core area concrete and the upper column concrete;

[0014] The lower horizontal steel mesh is set inside the concrete of the node core area;

[0015] Upper horizontal steel mesh, wherein the upper horizontal steel mesh is disposed inside the concrete of the node core area;

[0016] Steel hoop plates are equidistantly arranged between column corner steels and are located inside the core concrete area of ​​the node.

[0017] Preferably, the column angle steel is fixedly connected to the longitudinal reinforcement of the frame column to maintain stability during the concrete pouring process.

[0018] Preferably, the end of the column angle steel extends into the concrete of the lower column and the concrete of the upper column, and the extension length is not less than 30 cm.

[0019] Preferably, the lower horizontal steel mesh and the upper horizontal steel mesh are interleaved with the longitudinal reinforcement of the frame beam, and the vertical spacing between the lower horizontal steel mesh and the upper horizontal steel mesh is not less than half of the minimum cross-sectional width of the lower column concrete.

[0020] Preferably, the lower column concrete is provided with lower column stirrups at equal intervals inside, and the upper column concrete is provided with upper column stirrups at equal intervals inside.

[0021] The technical effects and advantages of this utility model are as follows:

[0022] (1) This utility model utilizes the arrangement of steel profiles to break through the limitations of traditional reinforced steel bars that must follow the longitudinal reinforcement ratio of columns. It can flexibly adjust the quantity and position, better adapt to the specific stress requirements of the node area. Furthermore, the use of column corner steel profiles in conjunction with steel hoop plates significantly improves the compressive and shear resistance of the node area, effectively improves the stress state of the core area of ​​the node, and enhances the overall strength and durability of the node area.

[0023] (2) This utility model utilizes the lower horizontal steel mesh, the upper horizontal steel mesh and the steel hoop plate to flexibly adjust the steel content in the node area according to the design requirements, thereby adapting to the strength differences between different grades of concrete, realizing the synchronous integral pouring of low-strength concrete in the node area and the beam and slab, simplifying the construction process and improving construction efficiency. Attached Figure Description

[0024] Figure 1 This is a three-dimensional schematic diagram of the entire utility model.

[0025] Figure 2 This is a top view of the internal structure of the node area of ​​this utility model.

[0026] Figure 3 This is a schematic diagram of the column cross-section of this utility model.

[0027] In the diagram: 1. Column reinforcing steel; 21. Lower layer horizontal reinforcing steel mesh; 22. Upper layer horizontal reinforcing steel mesh; 3. Lower column concrete; 41. Beam and slab concrete; 42. Frame column longitudinal reinforcement; 5. Joint core area concrete; 6. Frame beam longitudinal reinforcement; 71. Lower column stirrups; 72. Steel hoop plate; 73. Upper column stirrups; 8. Upper column concrete. Detailed Implementation

[0028] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0029] This utility model provides, for example Figure 1-3 The frame beam-column joint with steel profiles shown includes a lower column concrete 3, a joint core area concrete 5, a beam-slab concrete 41, an upper column concrete 8, and a steel structure. The joint core area concrete 5 is poured at the top of the lower column concrete 3, the beam-slab concrete 41 is poured on both sides of the joint core area concrete 5, the upper column concrete 8 is poured at the top of the joint core area concrete 5, and the steel structure is located inside the lower column concrete 3, the joint core area concrete 5, and the upper column concrete 8.

[0030] Specifically, the steel structure includes column corner steel 1, lower horizontal steel mesh 21, upper horizontal steel mesh 22, and steel hoop 72. The column corner steel 1 is equidistantly arranged inside the lower column concrete 3, the node core area concrete 5, and the upper column concrete 8. The lower horizontal steel mesh 21 is arranged inside the node core area concrete 5, and the upper horizontal steel mesh 22 is arranged inside the node core area concrete 5. The steel hoop 72 is equidistantly arranged between the column corner steel 1 and is arranged inside the node core area concrete 5. The column corner steel 1, lower horizontal steel mesh 21, and upper horizontal steel mesh 72 are all present in the structure. When the steel content of the joint area is increased, the load-bearing capacity of the joint is significantly improved. The greater the allowable difference in concrete strength grade, the faster the construction of low-grade concrete is made. Before pouring low-grade concrete, the high-grade concrete area should be fully cured to avoid quality problems at the construction joints of concrete of different strength grades. Through reasonable spacing and dense arrangement, the steel hoop 72 can form an effective lateral constraint on the concrete 5 in the core area of ​​the joint, preventing lateral expansion or crack propagation under pressure, thereby improving the compressive strength and ductility of the concrete.

[0031] Furthermore, the column angle steel 1 is fixedly connected to the longitudinal reinforcement 6 of the frame column to maintain stability during the concrete pouring process. The column angle steel 1 and the longitudinal reinforcement 6 of the frame column are fixed by spot welding or binding to ensure that they remain stable during the concrete pouring process and avoid displacement or loosening.

[0032] Furthermore, the end of the column angle steel 1 extends into the lower column concrete 3 and the upper column concrete 8, with an extension length of not less than 30 cm, to ensure the load-bearing capacity and seismic performance of the joint area.

[0033] Furthermore, the lower horizontal steel mesh 21 and the upper horizontal steel mesh 22 are interleaved with the longitudinal reinforcement 42 of the frame beam. The vertical spacing between the lower horizontal steel mesh 21 and the upper horizontal steel mesh 22 is not less than half the minimum cross-sectional width of the lower column concrete 3, ensuring the uniformity of stress in the core area of ​​the node and the stability of the overall structure. In actual construction, if the lower horizontal steel mesh 21 and the upper horizontal steel mesh 22 overlap with the longitudinal reinforcement 42 of the frame beam or the spacing is too close, the longitudinal reinforcement 42 of the frame beam can be used to replace the lower or upper horizontal steel mesh, thereby simplifying the construction process and ensuring the construction quality. When the beam is eccentrically arranged, the lower horizontal steel mesh 21 and the upper horizontal steel mesh 22 can be arranged on one side of the longitudinal reinforcement 42 of the frame beam, so that the mesh is evenly distributed in the concrete 5 of the core area of ​​the node and the stress effect is improved.

[0034] Furthermore, the lower column concrete 3 is provided with equidistant lower column stirrups 71, and the upper column concrete 8 is provided with equidistant upper column stirrups 73. These features restrain the concrete, improve the shear resistance of the lower column concrete 3 and the upper column concrete 8, prevent shear failure of the columns under shear force, and enhance the overall stability and load-bearing capacity of the lower column. Simultaneously, they also limit the lateral deformation of the concrete, improve its compressive strength, and help to better utilize the material properties of the lower column concrete 3 and the upper column concrete 8.

[0035] Finally, it should be noted that the above description is only a preferred embodiment of the present utility model and is not intended to limit the present utility model. Although the present utility model has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present utility model should be included within the protection scope of the present utility model.

Claims

1. A frame beam-column joint with configured steel profiles, characterized in that, include: Concrete for the lower column (3); Node core area concrete (5), which is poured on top of the lower column concrete (3); Beam-slab concrete (41), the beam-slab concrete (41) is poured on both sides of the core area concrete (5) of the node; Upper column concrete (8), the upper column concrete (8) is poured on top of the core area concrete (5) of the node; The steel structure is located inside the lower column concrete (3), the node core area concrete (5), and the upper column concrete (8).

2. A frame beam-column joint with configured steel profiles according to claim 1, characterized in that, The steel profile mechanism includes: Column corner steel (1), wherein the column corner steel (1) is equidistantly arranged inside the lower column concrete (3), the node core area concrete (5) and the upper column concrete (8); The lower horizontal steel mesh (21) is set inside the core concrete (5) of the node; Upper horizontal steel mesh (22) is provided inside the core concrete (5) of the node; Steel hoop plate (72) is equidistantly arranged between column corner steels (1) and is located inside the core concrete (5) of the node.

3. A frame beam-column joint with configured steel profiles according to claim 2, characterized in that, The column angle steel (1) is fixedly connected to the longitudinal reinforcement (6) of the frame column to maintain stability during the concrete pouring process.

4. A frame beam-column joint with configured steel profiles according to claim 2, characterized in that, The end of the column angle steel (1) extends into the lower column concrete (3) and the upper column concrete (8), and the extension length is not less than 30 cm.

5. A frame beam-column joint with configured steel profiles according to claim 2, characterized in that, The lower horizontal steel mesh (21) and the upper horizontal steel mesh (22) are interleaved with the longitudinal reinforcement bars (42) of the frame beam. The vertical spacing between the lower horizontal steel mesh (21) and the upper horizontal steel mesh (22) is not less than half the minimum cross-sectional width of the lower column concrete (3).

6. A frame beam-column joint with configured steel profiles according to claim 1, characterized in that, The lower column concrete (3) is provided with lower column stirrups (71) at equal intervals inside, and the upper column concrete (8) is provided with upper column stirrups (73) at equal intervals inside.

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