A rigid connection joint of a cantilever steel beam and a concrete column

Abstract

The utility model relates to the technical field of building construction, concretely relates to a rigid connection joint of overhanging steel beam and concrete column. A rigid connection joint of overhanging steel beam and concrete column is welded to constitute a force receiving component by anchor plate and multiple section steels, the force receiving component is embedded in cast-in-situ reinforced concrete column, and the outer surface of the anchor plate is flush with the surface of the reinforced concrete column, wherein the end of each section steel inserted into the reinforced concrete column is welded to an end plate, and the end of the overhanging steel beam is welded to the exposed surface of the anchor plate. The utility model realizes rigid connection on ordinary concrete column through the combination of section steel and end plate embedded parts, guarantees the bearing capacity, and considers the construction convenience and cost benefit.

Description

Technical Field

[0001] This utility model relates to the field of building construction technology, specifically to a rigid connection node between a cantilevered steel beam and a concrete column. Background Technology

[0002] In the field of building structures, the rigid connection between long-span cantilever steel beams and reinforced concrete columns is a key node for load transfer.

[0003] Currently, straight anchor bars are commonly used for this type of connection, but there is a problem of reduced load-bearing capacity due to limitations on the number of anchor bar layers. According to the "Standard for Design of Concrete Structures" (2024 edition), increasing the number of anchor bar layers in the embedded part will reduce its load-bearing capacity. When four layers of anchor bars are used, the load-bearing capacity reduction factor is only 0.85. For cantilevered steel beams subjected to large bending moments and shear forces (such as cantilever length > 3m or heavy load conditions), a large number of anchor bars are required to meet the stress requirements. This not only leads to excessively high reinforcement density, but also results in insufficient actual load-bearing capacity due to the reduction effect.

[0004] To address the insufficient load-bearing capacity of traditional embedded components, the conventional approach is to replace reinforced concrete columns with steel-concrete composite columns or steel-reinforced concrete columns, using steel structure connections to improve load-bearing capacity. However, this approach has inherent drawbacks: 1. Construction complexity: Steel structure fabrication and installation must be coordinated with concrete pouring, and overlapping processes increase construction difficulty; 2. Economic degradation: The cost of steel-concrete composite columns is significantly higher than that of ordinary reinforced concrete columns, and specialized joint treatment further increases costs.

[0005] Therefore, there is an urgent need to develop a reliable rigid connection node suitable for ordinary reinforced concrete columns, which can ensure load-bearing capacity while taking into account construction convenience and cost-effectiveness. Utility Model Content

[0006] This utility model addresses the technical problems existing in the prior art by providing a rigid connection node between a cantilevered steel beam and a concrete column. Through the combination of steel sections and end plates with embedded parts, a rigid connection is achieved on an ordinary concrete column, ensuring load-bearing capacity while taking into account construction convenience and cost-effectiveness.

[0007] The technical solution of this utility model to solve the above-mentioned technical problems is as follows: a rigid connection node between a cantilever steel beam and a concrete column, which is composed of an anchor plate and multiple steel sections welded together to form a load-bearing component. The load-bearing component is pre-embedded in the cast-in-place reinforced concrete column, and the outer surface of the anchor plate is flush with the surface of the reinforced concrete column. Each of the steel sections extending into the reinforced concrete column has an end plate welded to its end; The ends of the cantilevered steel beam are welded to the exposed surface of the anchor plate.

[0008] Based on the above technical solution, the present invention can be further improved as follows.

[0009] Furthermore, the steel section is hot-rolled angle steel, and multiple hot-rolled angle steel sections are symmetrically welded to one side of the anchor plate in multiple rows with equal spacing.

[0010] Furthermore, the length of the steel section is equal to the side length of the reinforced concrete column in the direction of the steel section embedding minus 90-110mm.

[0011] Furthermore, the end plate is rectangular, with a thickness of 20-30mm, and its side length is 30-50mm greater than the outer contour dimension of the steel section.

[0012] Furthermore, the thickness of the anchor plate is not less than 1 / 8 of the center-to-center distance between adjacent steel sections.

[0013] Furthermore, the center-to-center distance between adjacent steel sections is 45-300mm; The distance between the steel section and the side edge of the anchor plate is not less than 45mm; the distance between the steel section and the upper and lower edges of the anchor plate is not less than 75mm.

[0014] Furthermore, the planar projection of the end plate completely covers the end section of the steel profile, and the weld of the end plate is welded around the section of the steel profile.

[0015] The beneficial effects of this utility model are: This embodiment uses an anchor plate and six hot-rolled angle steels welded together to form a load-bearing component. After pre-embedding, the outer surface of the anchor plate is flush with the surface of the concrete column. A rectangular end plate is welded to the end of each angle steel, and the end of the cantilevered steel beam is connected to the anchor plate using a bevel weld. By welding the anchor plate to multiple steel sections to form an integral load-bearing component, the welded end plates significantly enhance the mechanical interlocking force between the steel sections and the concrete. During pre-embedding, the outer surface of the anchor plate is flush with the surface of the concrete column, allowing the steel beam load to be directly transferred to the core area of ​​the column, avoiding the limitation of the number of anchor layers in traditional methods. Furthermore, this embodiment offers advantages such as convenient construction and reliable connection. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of the elevation structure of the rigid connection node between the cantilevered steel beam and the concrete column described in this embodiment; Figure 2 for Figure 1 AA section view (shown as right view); Figure 3 This is a schematic diagram of the connection between the end plate and the steel profile as described in this embodiment.

[0017] The attached diagram lists the components represented by each number as follows: 1. Reinforced concrete column, 2. Cantilever steel beam, 3. Steel section, 4. End plate, 5. Anchor plate. Detailed Implementation

[0018] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0019] In the description of this application, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of the stated features. In the description of this application, "multiple" means two or more, unless otherwise explicitly specified.

[0020] In the description of this application, the term "for example" is used to mean "used as an example, illustration, or description." Any embodiment described as "for example" in this application is not necessarily to be construed as being more preferred or advantageous than other embodiments. The following description is provided to enable any person skilled in the art to implement and use the present invention. Details are set forth in the following description for purposes of explanation. It should be understood that those skilled in the art will recognize that the present invention can be implemented without using these specific details. In other instances, well-known structures and processes will not be described in detail to avoid obscuring the description of the present invention with unnecessary detail. Therefore, the present invention is not intended to be limited to the embodiments shown, but is consistent with the broadest scope of the principles and features disclosed in this application.

[0021] Example A rigid connection node between a cantilevered steel beam 2 and a concrete column, such as... Figure 1-3 As shown, a load-bearing component is formed by welding anchor plate 5 and multiple steel sections 3. The load-bearing component is pre-embedded in cast-in-place reinforced concrete column 1, and the outer surface of anchor plate 5 is flush with the surface of reinforced concrete column 1. Each of the steel sections 3 extending into the reinforced concrete column 1 has an end plate 4 welded to its end; The end of the cantilever steel beam 2 is welded to the exposed surface of the anchor plate 5.

[0022] The steel section 3 consists of 6 hot-rolled angle steels, which are symmetrically welded to one side of the anchor plate 5 in two parallel rows.

[0023] In this embodiment, the load-bearing component is composed of an anchor plate 5 and six hot-rolled angle steels welded together. After pre-embedding, the outer surface of the anchor plate 5 is flush with the surface of the reinforced concrete column 1. A rectangular end plate 4 is welded to the end of each angle steel, and the end of the cantilever steel beam 2 is connected to the anchor plate 5 by bevel welding. The anchor plate 5 is welded to multiple steel sections 3 to form an integral load-bearing component. During pre-embedding, the outer surface of the anchor plate 5 is flush with the surface of the reinforced concrete column 1, realizing the direct transfer of the steel beam load to the core area of ​​the column. The end plate 4 welded to the end significantly enhances the mechanical interlocking force between the steel section 3 and the concrete, avoiding the limitation on the number of layers of traditional anchor bars.

[0024] In a preferred embodiment, the length of the steel section 3 is equal to the side length of the cross section of the reinforced concrete column 1 in the direction of the embedded steel section 3 minus 100mm.

[0025] It should be noted that the side length of the cross section of the steel section 3 in the embedded direction refers to the dimension of the reinforced concrete column 1 in the direction in which the steel section 3 is inserted. For example, if the steel section 3 is embedded along the X-axis of a square column, then it is the width of the column in the X-direction.

[0026] In this embodiment, the length design of the steel section 3 ensures that a sufficient concrete protective layer is formed between the end plate 4 at the end of the steel section 3 and the main reinforcement of the column, meeting the mandatory requirements of the code for the minimum cover thickness of the anchorage zone; at the same time, it provides sufficient concrete bearing space for the end plate 4, avoids stress concentration leading to splitting of the protective layer, and works with the end plate 4 to enhance the mechanical interlocking effect and improve the bond strength between the concrete and the steel section 3.

[0027] In a preferred embodiment, the end plate 4 is rectangular, with a thickness of 20-30 mm, and its side length is 30-50 mm greater than the outer contour dimension of the section of the steel 3.

[0028] It should be noted that in the field of steel structures, the outer contour dimension of section 3 of steel profile refers to the maximum outer envelope dimension (i.e., the minimum circumscribed rectangle dimension) of the cross section of section 3 in spatial projection. For example, if both right angle sides are 100mm, the minimum rectangle covering it is a 100mm×100mm square, and end plate 4 is a square iron plate with a side length of 130-150mm.

[0029] In this embodiment, the end plate 4 is 30-50mm larger than the cross section of the steel section 3, providing a fully covered welding platform for the end of the steel section 3 to ensure the reliability of the welding. The extended portion expands the concrete contact surface and improves the pull-out bearing capacity; its 20-30mm thickness ensures the rigidity of the end plate 4.

[0030] In a preferred embodiment, the thickness of the anchor plate 5 is not less than 1 / 8 of the center-to-center distance between adjacent steel sections 3.

[0031] It should be noted that the center-to-center distance between adjacent steel sections 3 refers to the distance between the center points of two adjacent steel sections 3. The thickness design of the anchor plate 5 is to prevent uneven stress distribution caused by deformation of the anchor plate 5 during the welding of the steel beam.

[0032] In a preferred embodiment, the center-to-center distance between adjacent steel sections 3 is 45-300 mm; The distance between the steel section 3 and the side edge of the anchor plate 5 is not less than 45mm; the distance between the steel section 3 and the upper and lower edges of the anchor plate 5 is not less than 75mm.

[0033] In this embodiment, the distance from the edge of the anchor plate 5 is ≥45mm (side) and ≥75mm (top and bottom) to avoid cracking of the edge concrete.

[0034] In a preferred embodiment, the planar projection of the end plate 4 completely covers the end section of the steel section 3, and the weld of the end plate 4 is welded around the section of the steel section 3.

[0035] In this embodiment, the end plate 4 is fully enclosed by welding and completely covers the cross section of the steel section 3, ensuring that the end plate 4 and the steel section 3 work together to bear the force and eliminating the risk of local detachment.

[0036] like Figure 1 As shown, the installation process in this embodiment is as follows: Step 1: Make the embedded parts. Weld rectangular end plates 4 to the ends of the steel section 3. Arrange 6 identical hot-rolled angle steels in 2 columns and weld them symmetrically to one side of the anchor plate 5. Step 2: Tie the reinforcing bars required for reinforced concrete column 1, and fix the pre-embedded parts from the previous step to the reinforcing bars of reinforced concrete column 1 according to the positioning center. Step 3: Erect the column concrete formwork and pour the concrete, vibrating it multiple times to ensure the concrete is densely packed. Step four: After the concrete reaches the required strength, weld the cantilever steel beam 2 to the anchor plate 5. This completes the process.

[0037] The working process of this embodiment is as follows: After the cantilever steel beam 2 bears the load, the bending moment and shear force are transferred to the anchor plate 5 through the weld. The anchor plate 5 distributes the force to each steel section 3. The steel section 3 transfers the tensile / compressive force to the end plate 4. Through the bearing action of the end plate 4 and the concrete, the load is diffused to the core area of ​​the reinforced concrete column 1.

[0038] While embodiments or examples of this disclosure have been described with reference to the accompanying drawings, it should be understood that the methods, systems, and devices described above are merely exemplary embodiments or examples, and the scope of this utility model is not limited by these embodiments or examples, but only by the granted claims and their equivalents. Various elements in the embodiments or examples may be omitted or replaced by their equivalents. Furthermore, the steps may be performed in a different order than that described in this disclosure. Further, various elements in the embodiments or examples may be combined in various ways. Importantly, as technology evolves, many elements described herein can be replaced by equivalents that appear after this disclosure.

Claims

1. A rigid connection node between a cantilevered steel beam and a concrete column, characterized in that: The load-bearing component is constructed by welding anchor plates and multiple steel sections. The load-bearing component is pre-embedded in a cast-in-place reinforced concrete column, and the outer surface of the anchor plate is flush with the surface of the reinforced concrete column. Each of the steel sections extending into the reinforced concrete column has an end plate welded to its end; The ends of the cantilevered steel beam are welded to the exposed surface of the anchor plate.

2. The rigid connection node between the cantilever steel beam and the concrete column according to claim 1, characterized in that: The steel section is hot-rolled angle steel, and multiple hot-rolled angle steels are symmetrically welded to one side of the anchor plate in multiple rows with equal spacing.

3. The rigid connection node between the cantilever steel beam and the concrete column according to claim 1, characterized in that: The length of the steel section is equal to the side length of the reinforced concrete column in the direction of the steel section embedding minus 90-110mm.

4. The rigid connection node between the cantilever steel beam and the concrete column according to claim 1, characterized in that: The end plate is rectangular, with a thickness of 20-30mm, and its side length is 30-50mm greater than the outer contour dimension of the steel section.

5. The rigid connection node between the cantilever steel beam and the concrete column according to claim 1 or 4, characterized in that: The thickness of the anchor plate is not less than 1 / 8 of the center-to-center distance between adjacent steel sections.

6. The rigid connection node between the cantilever steel beam and the concrete column according to claim 1, characterized in that: The center-to-center distance between adjacent steel sections is 45-300mm; The distance between the steel section and the side edge of the anchor plate is not less than 45mm; the distance between the steel section and the upper and lower edges of the anchor plate is not less than 75mm.

7. The rigid connection node between the cantilever steel beam and the concrete column according to claim 4, characterized in that: The planar projection of the end plate completely covers the end section of the steel profile, and the weld of the end plate is welded around the section of the steel profile.

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